WFCM WORKBOOK 2012 EDITION. Wood Frame Construction Manual for One- and Two-Family Dwellings

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WFCM Wood Frame Construction Manual for One- and Two-Family Dwellings WORKBOOK Design of Wood Frame Buildings for High Wind, Snow, and Seismic Loads 2012 EDITION

2012 Wood Frame Construction Manual Workbook 2012 WFCM Workbook Design of Wood Frame Buildings for High Wind, Snow, and Seismic Loads First Web Version: September 2014 ISBN 978-1-9403830-2-6 Copyright 2014 by American Wood Council All rights reserved. No part of this publication may be reproduced, distributed, or transmitted in any form or by any means, including, without limitation, electronic, optical, or mechanical means (by way of example and not limitation, photocopying, or recording by or in an information storage retrieval system) without express written permission of the American Wood Council. For information on permission to copy material, please contact: Copyright Permission American Wood Council 222 Catoctin Circle, SE, Suite 201 Leesburg, VA 20175 info@awc.org Printed in the United States of America

2012 Wood Frame Construction Manual Workbook FOREWORD This Wood Frame Construction Manual Workbook (WFCM Workbook) provides a design example and typical checklist related to design of a wood-frame structure in accordance with the American Wood Council s (AWC) Wood Frame Construction Manual (WFCM) for One- and Two- Family Dwellings, 2012 Edition. The design example uses plans from a 2-story residence designed to resist high wind, seismic, and snow loads. Typically, these load conditions do not all apply to the same structure (e.g., usually only 2 of these conditions are evaluated depending on the geographic location and local building code requirements). However, all three load conditions are evaluated in this example to show the broader range of applicability of the WFCM. The authority having jurisdiction should be consulted for applicable load conditions. The design example is based primarily on prescriptive provisions found in Chapter 3 of the WFCM. References to tables and section numbers are for those found in the 2012 WFCM, unless noted otherwise. Additional engineering provisions or alternate solutions are provided where necessary. See the AWC website (www.awc.org) for an indepth overview of the WFCM. While building codes (and the WFCM) are organized based on the construction sequence (foundation to roof), this design example is organized based on the typical design sequence (roof to foundation). Special effort has been made to assure that the information presented in this document reflects the state of the art. However, the American Wood Council does not assume responsibility for particular designs or calculations prepared from this publication. AWC invites and welcomes comments, inquiries, and suggestions relative to the provisions of this document. American Wood Council The design example is based in part on AWC s Colonial Homes Idea House in Williamsburg, VA designed by nationally acclaimed architect William E. Poole. The house was opened to the public in June 1995, and was featured in the October 1995 issue of Colonial Homes magazine. The colonial style home featured both traditional and modern wood applications. The façade replicates an historic home in Connecticut. Clad in southern pine siding, the house had glulam door headers, oak floors, and antiqued wood kitchen cabinets. But what caught visitors attention most were the intricate wood moldings throughout the house and the inlaid wood design bordering the foyer floor.

2012 Wood Frame Construction Manual Workbook EFFECTIVE USE OF THE WFCM WORKBOOK The following key explains the color code and nomenclature used throughout the WFCM Workbook. Value Value OK NG Indicates value may be used for design could include multiple options. Bold font indicates value controls design. Indicates value meets design criteria. Indicates value does not meet design criteria. For ease of reference, Tables created in the WFCM Workbook are numbered to correspond with the respective section in which they are located. All table numbers are preceded by a capital W (e.g. Table W4.4) to distinguish them from Tables which are referenced in the WFCM (e.g. Table 3.15). Abbreviations used in the WFCM Workbook 1F one floor (for calculating loads) 2F two floors (for calculating loads) C ceiling (for calculating loads) FHS full height stud L lateral load or header span NFH number of full height studs NP not permitted OH overhang PSW perforated shear wall R roof (for calculating loads) S shear load SDPWS Special Design provisions for Wind and Seismic SSW segmented shear wall U uplift load w unit lateral load per linear foot WSP wood structural panel Z connection lateral design value

2012 Wood Frame Construction Manual Workbook Table of Contents Part Title Page I General Information... 1 II Roof Story Design... 13 III Second Story Design... 31 IV First Story Design... 51 Appendix Supplemental Worksheets and Checklists.. 77

Wood Frame Construction Manual Workbook NOTES

2012 Wood Frame Construction Manual Workbook 1 GENERAL INFORMATION Building Description...2 Loads on the Building...4 WFCM Applicability Limitations...5 Prescriptive Design Limitations...6 Load Paths...7 Checklist...8

2 General Information BUILDING DESCRIPTION Figure 1: Isometric view (roof overhangs not shown).

BUILDING DESCRIPTION 2012 Wood Frame Construction Manual Workbook 3 North Wall Heights = 9' Windows Finished Grade to Foundation Top = 1' Typical 3'x4'-6" Floor Assembly Height = 1' Foyer 6'x4'-6" Roof Pitch = 7:12 Kitchen 4'x4'-6" House Mean Roof Height = 24.7' Bath 4'x6' Roof Overhangs = 2' Doors Building Length (L) = 40' Typical 3'x7'-6" Building Width (W) = 32' Foyer 6'x7'-6" Top plate to ridge height = 9.3' Kitchen 9'x7'-6"

4 General Information LOADS ON THE BUILDING Structural systems in the WFCM 2012Edition have been sized using dead, live, snow, seismic and wind loads in accordance with ASCE/SEI 7-10 Minimum Design Loads for Buildings and Other Structures. Lateral Loads: Wind: 3-second gust wind speed in Exposure Category B (700 yr. return) = 160 mph Seismic: Simplified Procedure (ASCE 7-10 Section 12.14) Seismic Design Category (SDC) (ASCE 7-10 Section 11.4.2 and IRC Subcategory) = D 1 Vertical force distribution factor (F) - (ASCE 7-10 Section 12.14.8.1) = 1.2 Gravity Loads*: Roof: Roof Dead Load = 10 psf Ground Snow Load, P g = 30 psf Floors: First Floor Live Load = 40 psf Second Floor Live Load = 30 psf Attic Floor Live Load = 30 psf Floor Dead Load = 10 psf Ceiling: Roof Ceiling Load = 10 psf Walls: Wall Dead Load = 11 psf *Assumptions vary for wind and seismic dead loads Deflection limits per 2012 IRC Table R301.7: Roof Rafters with Ceiling Attached L/Δ = 240 Roof Rafters with no Ceiling Attached L/Δ = 180 Floor Joists L/Δ = 360 Exterior Studs (wood siding) L/Δ = 180

2012 Wood Frame Construction Manual Workbook 5 WFCM APPLICABILITY LIMITATIONS The following table is used to determine whether the building geometry is within the applicability limitations of the WFCM. Conditions not complying with the limitations shall be designed in accordance with accepted engineer practice (see WFCM 1.1.3). Table W1.1 Applicability Limitations Attribute Limitation Design Case BUILDING DIMENSIONS Mean Roof Height (MRH) maximum 33' 29' Number of Stories maximum 3 3 * Building Dimension (L or W) maximum 80' 40' * Building designed as a 3-story structure for purposes of determining gravity and seismic loads since the building contains a habitable attic (see WFCM 3.1.3.1).

6 General Information PRESCRIPTIVE DESIGN LIMITATIONS The following table is used to determine whether the building geometry is within the applicability limitations of the WFCM Chapter 3 prescriptive provisions. Conditions not complying with the limitations shall be designed in accordance with WFCM Chapter 2 (see WFCM 3.1.3). Table W1.2 Prescriptive Design Limitations Element Attribute Limitation FLOOR SYSTEMS Design Case Joist Span 26' 16' Lumber Joists Joist Spacing 24" 16" Cantilevers/Setback - Supporting loadbearing walls d N/A Floor Diaphragms WALL SYSTEMS Cantilevers - Supporting non-loadbearing walls L/4 N/A Vertical Floor Offset d f N/A Floor Diaphragm Aspect Ratio Floor Diaphragm Openings Table 3.16B L min =12.5' and L max =74' (interpolated); Table 3.16C1 L max =80' Lesser of 12' or 50% of Diaphragm Dimension L=40' L=25.5' (attic) 12' Loadbearing Wall Height 10' 9' Wall Studs Non-Loadbearing Wall Height 20' 16' Wall Stud Spacing 24" 16" Shear Wall Line Offset 4' 0 Shear Walls Shear Wall Story Offset No offset unless per Exception 0 ROOF SYSTEMS Shear Wall Segment Aspect Ratio 3½:1 3:1 Rafter Span (Horizontal Projection) 26' 16' Lumber Rafters Rafter Spacing 24" 16" Eave Overhang Length Lesser of 2' or rafter length/3 2' Rake Overhang Length Lesser of 2' or purlin span/2 24" Roof Slope Flat - 12:12 7:12 Roof Diaphragms Roof Diaphragm Aspect Ratio Table 3.16A1 L min =12.7' and L max =70.6' (interpolated); Table 3.16C1 L max =80' L=40

LOAD PATHS 2012 Wood Frame Construction Manual Workbook 7 WFCM 2.1.2 - A continuous load path shall be provided to transfer all lateral and vertical loads from the roof, wall, and floor systems to the foundation. WFCM 1.3 Definitions - Continuous Load Path: The interconnection of all framing elements of the lateral and vertical force resisting systems, which transfers lateral and vertical forces to the foundation. 2012 WFCM Figure 2.2b for shear connection locations is shown here as an example. See 2012 WFCM Figures 2.2a and c for typical lateral and uplift connections, respectively.

8 General Information CHECKLIST The following checklist is used to assist with the evaluation of a structure in accordance with WFCM Chapter 3 prescriptive provisions. Items are keyed to sections of the WFCM Chapter 3 to allow a systematic evaluation of the structure. Blank checklists are reproduced in the Appendix of the workbook. WFCM 3.2 CONNECTIONS CHECKLIST 3.2.1 Lateral Framing and Shear Connections 3.2.1.1 Roof Assembly... Ok? 3.2.1.2 Roof Assembly to Wall Assembly... Ok? 3.2.1.3 Wall Assembly... Ok? 3.2.1.4 Wall Assembly to Floor Assembly... Ok? 3.2.1.5 Floor Assembly... Ok? 3.2.1.6 Floor Assembly to Wall Assembly or Sill Plate... Ok? 3.2.1.7 Wall Assembly or Sill Plate to Foundation... Ok? 3.2.2 Uplift Connections 3.2.2.1 Roof Assembly to Wall Assembly... Ok? 3.2.2.2 Wall Assembly to Wall Assembly... Ok? 3.2.2.3 Wall Assembly to Foundation... Ok? 3.2.3 Overturning Resistance 3.2.3.1 Hold-downs... Ok? 3.2.4 Sheathing and Cladding Attachment 3.2.4.1 Roof Sheathing... Ok? 3.2.4.2 Wall Sheathing... Ok? 3.2.4.3 Floor Sheathing... Ok? 3.2.4.4 Roof Cladding... Ok? 3.2.4.5 Wall Cladding... Ok? 3.2.5 Special Connections 3.2.5.1 Ridge Straps... Ok? 3.2.5.2 Jack Rafters... Ok? 3.2.5.3 Non-Loadbearing Wall Assemblies... Ok? 3.2.5.4 Connections around Wall Openings... Ok?

2012 Wood Frame Construction Manual Workbook 9 WFCM 3.3 FLOOR SYSTEMS CHECKLIST 3.3.1 Wood Joist Systems 3.3.1.1 Floor Joists... Ok? 3.3.1.1.1 Notching and Boring... Ok? 3.3.1.2 Bearing... Ok? 3.3.1.3 End Restraint... Ok? 3.3.1.4 Lateral Stability... Ok? 3.3.1.5 Single or Continuous Floor Joists 3.3.1.5.1 Supporting Loadbearing Walls... Ok? 3.3.1.5.2 Supporting Non-Loadbearing Walls... Ok? 3.3.1.5.3 Supporting Concentrated Loads... Ok? 3.3.1.6 Cantilevered Floor Joists 3.3.1.6.1 Supporting Loadbearing Walls... Ok? 3.3.1.6.2 Supporting Non-Loadbearing Walls... Ok? 3.3.1.7 Floor Diaphragm Openings... Ok? 3.3.2 Wood I-Joist Systems... Ok? 3.3.3 Wood Floor Truss Systems... Ok? 3.3.4 Floor Sheathing 3.3.4.1 Sheathing Spans... Ok? 3.3.4.2 Sheathing Edge Support... Ok? 3.3.5 Floor Diaphragm Bracing... Ok?

10 General Information WFCM 3.4 WALL SYSTEMS CHECKLIST 3.4.1 Exterior Walls 3.4.1.1 Wood Studs... Ok? 3.4.1.1.1 Notching and Boring... Ok? 3.4.1.1.2 Stud Continuity... Ok? 3.4.1.1.3 Corners... Ok? 3.4.1.2 Top Plates... Ok? 3.4.1.3 Bottom Plates... Ok? 3.4.1.4 Wall Openings 3.4.1.4.1 Headers... Ok? 3.4.1.4.2 Full Height Studs... Ok? 3.4.1.4.3 Jack Studs... Ok? 3.4.1.4.4 Window Sill Plates... Ok? 3.4.2 Interior Loadbearing Partitions 3.4.2.1 Wood Studs... Ok? 3.4.2.1.1 Notching and Boring... Ok? 3.4.2.1.2 Stud Continuity... Ok? 3.4.2.2 Top Plates... Ok? 3.4.2.3 Bottom Plates... Ok? 3.4.2.4 Wall Openings 3.4.2.4.1 Headers... Ok? 3.4.2.4.2 Studs Supporting Header Beams... Ok? 3.4.3 Interior Non-Loadbearing Partitions 3.4.3.1 Wood Studs... Ok? 3.4.3.1.1 Notching and Boring... Ok? 3.4.3.2 Top Plates... Ok? 3.4.3.3 Bottom Plates... Ok? 3.4.4 Wall Sheathing 3.4.4.1 Sheathing and Cladding... Ok? 3.4.4.2 Exterior Shear Walls... Ok? 3.4.4.2.1 Sheathing Type Adjustments... Ok? 3.4.4.2.2 Perforated Shear Wall Adjustments... Ok? 3.4.4.2.3 Hold-downs... Ok?

2012 Wood Frame Construction Manual Workbook 11 WFCM 3.5 ROOF SYSTEMS CHECKLIST 3.5.1 Wood Rafter Systems 3.5.1.1 Rafters... Ok? 3.5.1.1.1 Jack Rafters... Ok? 3.5.1.1.2 Rafter Overhangs... Ok? 3.5.1.1.3 Rake Overhangs... Ok? 3.5.1.1.4 Notching and Boring... Ok? 3.5.1.2 Bearing... Ok? 3.5.1.3 End Restraint... Ok? 3.5.1.4 Ridge Beams... Ok? 3.5.1.5 Hip and Valley Beams... Ok? 3.5.1.6 Ceiling Joists... Ok? 3.5.1.7 Open Ceilings... Ok? 3.5.1.8 Roof Openings... Ok? 3.5.2 Wood I-Joist Roof Systems... Ok? 3.5.3 Wood Roof Truss Systems... Ok? 3.5.4 Roof Sheathing 3.5.4.1 Sheathing... Ok? 3.5.4.2 Sheathing Edge Support... Ok? 3.5.5 Roof Diaphragm Bracing... Ok?

12 General Information Notes

2012 Wood Frame Construction Manual Workbook 13 ROOF STORY DESIGN Roof and Ceiling Framing...14 Roof and Ceiling Sheathing...20 Wall Framing...22 Connections...24 Framing and Connection Summary...30

14 Roof Story Design Figure W4.1 Roof and Ceiling Framing - Finished Attic Details FINISHED ATTIC Cross Section (East Section) Roof Framing Plan (East Section) Ceiling Framing Plan (East Section)

Roof Story Design 15 Figure W4.2 Roof and Ceiling Framing Raised Ceiling Details Cross Section (West Section) Roof Framing Plan (West Section) Ceiling Framing Plan (West Section)

16 Roof Story Design Rafters (WFCM 3.5.1.1) Roof Framing Finished Attic Assuming ceiling attached to rafters, choose rafters from Tables 3.26B and 3.26D Ground Snow Load:... 30 psf Live Load:... 20 psf Dead Load:... 10 psf Three second gust wind speed (700 yr) and exposure category:... 160 mph Exp. B Rafter Vertical Displacement L/Δ:... 240 Required Span (Horizontal Projection):... 16 ft. Thrust Factor (Footnote 1):... 1.0 (C tf ) Wind Factor (Footnote 3):... 0.95 (C w ) Sloped Roof Adjustment (Footnote 2):... 1.05 (C sr ) Table W4.1 Selection of Species, Grade, Size, and Spacing for Rafters: (Table 3.26B & D) Species Douglas Fir- Hem-Fir Southern Pine Spruce-Pine-Fir Larch Spacing 16" 16" 16" 16" Grade #2 #2 #2 #2 Table 3.26B Span (L t ) 2x8 18'-5" 2x8 17'-3" 2x8 17'-1" 2x8 17'-9" Live Load Span L LL =L t (C tf )(C sr ) 18.4(1.0)(1.05) = 19'-4" Ok 17.3(1.0)(1.05) = 18'-2" Ok 17.1(1.0)(1.05) = 18'-0" Ok 17.75(1.0)(1.05)= 18'-6" Ok Table 3.26B Span (L t ) 2x8 18'-5" 2x8 17'-3" 2x8 17'-1" 2x8 17'-9" Wind Load Span L WL =L t (C w )(C sr ) 18.4(0.95)(1.05) = 18'-4" Ok 17.3(0.95)(1.05) = 17'-3" Ok 17.1(0.95)(1.05) = 17'-0" Ok 17.75(0.95)(1.05) = 17'-8" Ok Table 3.26D Span (L t ) 2x10 18'-9" 2x10 18'-2" 2x10 16'-10" 2x10 18'-5" Snow Load Span L SL =L t (C tf ) 18.75(1.0) = 18'-9" Ok 18.2(1.0) = 18'-2" Ok 16.8(1.0) = 16'-10" Ok 18.4(1.0) = 18'-5" Ok Notes: as an energy consideration, 2x12 rafters might be a minimum requirement for batt insulation. Trial and error Trial and error Trial and error Ridge Beams (WFCM 3.5.1.4) Since thrust is accounted for in rafter selection, per 3.5.1.4 exception use: 1x10 Ridge Board * Alternatively, a Ridge Beam could be designed per Table 3.29. Additional columns at beam ends would be required to establish load path to the foundation. Also, fasteners will need to be designed to resist uplift from the rafters at each end of the ridge beam. Ground Snow Load:... 30 psf Live Load:... 20 psf Dead Load:... 10 psf Required Span:... 25' - 6" Building Width:... 32' - 0" (interpolation req d) 5-1/8" x 19-1/4" or 3-1/8" x 24-3/4" 20F-1.5E Glulam with F vx =210psi OK

Roof Framing Raised Ceiling Rafters (WFCM 3.5.1.1) Roof Story Design 17 Assuming a finished ceiling attached to rafters (on lower rafter tails) and ceiling joists raised 1/3 of the ridge height from the top plate, choose rafters from Table 3.26B (dead and live load) and 3.26D (dead and snow load) and evaluate roof live, wind, and snow load spans. The smaller span controls. Ground Snow Load:... 30 psf Live Load:... 20 psf Dead Load:... 10 psf Three second gust wind speed (700 yr) and exposure category:... 160 mph Exp. B Rafter Vertical Displacement L/Δ:... 240 Required Span (Horizontal Projection):... 16 ft Thrust Span Adjustment Factor (Footnote 1):... 0.67 (C tf ) Sloped Roof Span Adjustment Factor (Footnote 2):... 1.05 (C sr ) Wind Span Adjustment Factor (Footnote 3):... 0.95 (C w ) Table W4.2 Selection of Species, Grade, Size, and Spacing for Rafters with a Raised Ceiling: (Table 3.26B & D) Species Douglas Fir- Larch Hem-Fir Southern Pine Spruce-Pine-Fir Spacing 16" 16" 16" 16" Grade #2 #2 #2 #2 Table 3.26B Span (L t ) 2x12 26'-0" 2x12 25'-5" 2x12 23'-10" 2x12 25'-9" Live Load Span L LL =L t (C tf )(C sr ) 26.0(0.67)(1.05) = 18'-3" Ok 25.5(0.67)(1.05) = 17'-11" Ok 23.8(0.67)(1.05)= 16'-8" Ok 25.75(0.67)(1.05) = 18'-1" Ok Table 3.26B Span (L t ) 2x12 26'-0" 2x12 25'-5" 2x12 17'-1" 2x12 25'-9" Wind Load Span L WL =L t (C tf )(C sr )(C w ) 26.0(0.67)(1.05) (0.95)=17'-4" Ok 25.5(0.67)(1.05) (0.95)=17'-0" Ok 23.8(0.67)(1.05) (0.95)=15'-11" NG 25.75(0.67)(1.05) (0.95)=17'-2" Ok Table 3.26D or 2x12 2x12 24'- 2x12 #1 2x12 24'-8" Span Calc Span* (L c ) 12" o.c. 25'-1" 12" o.c. 26'-5" 4" 12" o.c. 12" o.c. Snow Load Span 25.1(0.67)= 24.3(0.67)= 26.5(0.67)= 24.7(0.67)= L SL =L c (C tf ) 16'-9" Ok 16'-3" Ok 17'-9" Ok 16'-6" Ok *AWC Span Calculator used since tabulated values are not given in the WFCM for spans greater than 20 feet. Trial and error Trial and error Trial and error Ridge Boards (WFCM 3.5.1.4) Since thrust is accounted for in rafter selection, per 3.5.1.4 exception use: 13" deep Ridge Board Could use 1" or 1-1/8" engineered wood rimboard or ¾" thick wood structural panel. Some building codes require that ridge boards be of continuous length. Long lengths are possible with engineered wood products, or one could be built up using two layers of 3/8" wood structural panel material ripped to depth and end joints offset.

18 Roof Story Design Ceiling Framing Finished Attic Floor Joists (WFCM 3.3.1.1) For habitable attics, use residential sleeping area with 30psf live load, choose floor joists from Table 3.18A: Live Load:... 30 psf Dead Load:... 10 psf Joist Vertical Displacement L/Δ:... 360 Required Span:... 16 ft Table W4.3 Selection of Specie, Grade, Size, and Spacing for Floor Joists: (Table 3.18A) Specie Douglas Fir-Larch Hem-Fir Southern Pine Spruce-Pine-Fir Spacing 16" 16" 16" 16" Grade #2 #2 #2 #2 Size 2x10 2x10 2x12 2x10 Maximum Span 17'-5" Ok 16'-10" Ok 18'-6" Ok 17'-2" Ok Floor Sheathing (WFCM 3.3.4.1) Choose floor sheathing from Table 3.14: Floor Joist Spacing:... 16 in. Sheathing Type (Wood Structural Panel or Board Sheathing):... WSP Single Floor Span Rating or Grade:... 16 o.c. Tabulated Minimum Panel Thickness:... 19/32 in. Ok

Ceiling Framing Raised Ceiling Roof Story Design 19 As a variation on ceiling joist selection, use WFCM Chapter 2 to calculate spans. Ceiling Joists (WFCM 2.5.1.6) For uninhabitable attics without storage, choose required ceiling joist capacities from Table 2.12A. Live Load:... 10 psf Dead Load:... 5 psf Joist Vertical Displacement L/Δ:... 240 Required Span (raised 1/3 vertical distance from the top plate):... Spacing (see rafter spacing in Table W4.2):... 21.3 ft 12 in. Required E and F b at 12"o.c. joist spacing for 21.3' span from Table 2.12A: Size 2x6 2x8 Required E 2,100,000 1,000,000 psi Required F b 1354 825 psi Table W4.4 Select Grade and adjustment factors from NDS Table 4A and 4B based on required E and F b above: Specie Douglas Fir- Larch Hem-Fir Southern Pine Spruce-Pine-Fir Size & Grade 2x8 No.2 2x8 No. 2 2x8 No. 2 2x8 No. 2 Tabulated E, psi 1,600,000 1,300,000 1,400,000 1,400,000 Tabulated F b, psi 900 850 925 875 Size Factor, C F 1.2 1.2 1.0 1.2 Load Duration Factor, C D Repetitive Member Factor, C r Allowable F b, psi 900(1.2)(1.0)(1.15) = 1,242 psi Ok 1.0 1.0 1.0 1.0 1.15 1.15 1.15 1.15 850(1.2)(1.0)(1.15) = 1,173 psi Ok 925(1.0)(1.0)(1.15) = 1064 psi Ok 875(1.2)(1.0)(1.15) = 1,208 psi Ok Trial and error

20 Roof Story Design Roof and Ceiling Sheathing Sheathing (WFCM 3.5.4.1) Choose Roof Sheathing from Tables 3.12A and 3.12B: Ground Snow Load... 30 psf Live Load... 20 psf Dead Load... 10 psf Three second gust wind speed (700 yr) and exposure category:... 160 mph Exp. B Rafter/Truss Spacing:... 16 in. Sheathing Type:... WSP Sheathing Grade/OSB Tabulated Minimum Panel Thickness: From Table 3.12A (wind):... 3/8 in. Ok From Table 3.12B (live and snow):... 3/8 in. Ok Roof Diaphragm Bracing Finished Attic (WFCM 3.1.3.1g, 3.5.5, and 3.4.1.1.2) Blocking 4 ft o.c. in first two rafter bays per Figure 3.7b and Table 3.1 fastener schedule. Blocking to Joist (toe-nailed): 2-8d Common RAFTERS OR Bracing Gable End Wall with Attic Floor/Ceiling Sheathing Length from Table 3.15 (assumes windward and leeward loads and sheathing length from gable end to gable end) Three second gust wind speed (700 yr) and exposure category:... 160 mph Exp. B Roof Pitch:... 7:12 Roof (diaphragm) Span:... 32 ft Diaphragm Length Available:... 25.5 ft Sheathing Type:... WSP Maximum Opening < 12 ft or 50% diaphragm dimension:... 12 ft Tabulated Minimum Length of Attic Floor/Ceiling Diaphragm:... 10.67 ft interpolated Bracing One Gable End Adjustment (Table 3.15 Footnote 1):... 0.84 Wall Height Adjustment (Table 3.15 Footnote 2):... 1.0 9 ft walls Ceiling Framing Spacing Adjustment (Table 3.15 Footnote 4):... 1.0 WSP not gypsum Required Minimum Length of Attic Floor/Ceiling Diaphragm: Tabulated minimum Length x Applicable Adjustment Factors:... Tabulated min. length 1/3 distance between bracing end walls: (per Table 3.15 Footnote 1 to maintain 3:1 aspect ratio) 8.96 ft 10.67 ft Ok Use Table 3.1 fastener schedule for floor sheathing.

Roof Story Design 21 Roof Diaphragm Bracing Raised Ceiling (WFCM 3.5.5 and 3.4.1.1.2) Blocking at 4 ft o.c. in first two rafter bays with full height studs on second floor end wall framing is possible with balloon framing. The stud length of 12.1 ft to the raised ceiling plus maximum gable height of 6.2 ft at the ridge gives 18.3 ft which is less than the 20 ft maximum non-loadbearing stud height (3.1.3.3a). Balloon framed studs would have to be designed for wind loads. RAFTERS OR Bracing Gable Endwall with Attic Floor/Ceiling Sheathing Length from Table 3.15 with Gable Brace Figure 3.7a. Three second gust wind speed (700 yr) and exposure category:... 160 Roof Pitch:... 7:12 Roof (diaphragm) Span (see raised ceiling calculations):... 21.3 Diaphragm Length Available:... 14.5 Sheathing Type (wood structural panels or gypsum):... WSP mph Exp. B ft ft GYP Tabulated Min. Length of Attic Floor/Ceiling Diaphragm (interpolated):.. 7.1 ft 18.5 ft Bracing One Gable End Adjustment (Footnote 1):... 0.84 0.84 Wall Height Adjustment (Footnote 2): (13.1'/10')... 1.31 1.31 Ceiling Framing Spacing Adjustment (Footnote 4):... 1.0 0.78 Required Minimum Length of Attic Floor/Ceiling Diaphragm: Tabulated Minimum Length x Applicable Adjustment Factors:... 7.8 ft Ok 15.9 ft NG WSP sheathing is required for the ceiling diaphragm since 15.9' required length of gypsum diaphragm is greater than the 14.5' length of the raised ceiling.

22 Roof Story Design Wall Framing Non-Loadbearing (3-A and 2-A) There are 2 options for designing gable end studs: 1) balloon framing from the second floor to the rafters with a maximum stud length of 18.3 ft, or 2) stud length of 12.1 ft to the raised ceiling and gable studs of 6.2 ft above with the raised ceiling diaphragm used for bracing. Choose Studs from Table 3.20A or 3.20B and Table 3.20C Three second gust wind speed (700 yr) and Exposure category:... 160 Exterior Studs (ext. wood siding and int. gypsum bd.) Deflection:... L/180 Sheathing Type (wood structural panel or minimum sheathing):... WSP mph Exp. B in. Option 1: Wall Height:... 18.3 (max) ft 9.3 BLOCKING 9 Table W4.5 Selection of Species, Grade, Size, and Spacing for Non-loadbearing Studs (Tables 3.20B1 and 3.20C) Specie Douglas Fir-Larch Hem-Fir Southern Pine Spruce-Pine-Fir Spacing 12" * 12" * 12" * 22" * Grade No. 2 No. 2 No. 2 No. 2 Size 2x6 2x6 2x6 2x6 Maximum Length (Wind) 19'-5" OK 18'-0" NG** 18'-6" OK 18'-6" OK Maximum Length (D+L) 20'-0" OK 20'-0" OK 20'-0" OK 20'-0" OK * Stud spacing can be increased to 16" o.c. at a distance of roughly 4-5' on either side of the ridge where stud heights drop to levels that allow greater spacing. Stud spacing of 16" o.c. at the corners also works based on Table 3.20B1 Footnote a since allowable stud heights at 24" o.c. are greater than 9'. ** Double studs at the ridge location. Option 2: Wall Height:... 12.1 (max) ft 6.2 BLOCKING 3.1 9 Option 2 solution is shown in Table W5.3. Choose Option 2 to keep stud sizes at 2x6 for consistency with other framing. No.3/Stud grade 2x6 can be used for framing above the ceiling diaphragm level (3-A) based on calculations from Table W4.6.

Wall Framing cont d Roof Story Design 23 Non-Loadbearing (3-B) Choose Studs from Table 3.20A or 3.20B and Table 3.20C Wall Height:... 9.3 (max) ft 9.3 Table W4.6 Selection of Species, Grade, Size, and Spacing for Non-loadbearing Studs (Tables 3.20B1 and 3.20C) Specie Douglas Fir-Larch Hem-Fir Southern Pine Spruce-Pine-Fir Spacing 24" * 24" * 24" * 24" * Grade No. 3/Stud No. 3/Stud No. 3/Stud No. 3/Stud Size 2x6 2x6 2x6 2x6 Maximum Length (Wind) 11'-6" OK 11'-3" OK 10'-6" OK 11'-3" OK Maximum Length (D+L) 20'-0" OK 20'-0" OK 20'-0" OK 20'-0" OK * Decrease stud spacing to 16" o.c. per Tables 3.20B1 Footnote a.

24 Roof Story Design Connections Lateral Framing and Shear Connections (WFCM 3.2.1) Roof Assembly to Wall Assembly (WFCM 3.2.1.2) Choose Rafter/Ceiling Joist to Top Plate Lateral and Shear Connection from Table 3.4A Three second gust wind speed (700 yr) and exposure category:... 160 mph Exp. B Rafter/Ceiling Joist Spacing... 16 in. Wall Height (2-1 and 2-2):... 9 ft Top plate-to-ridge height:... 9.3 ft Tabulated no. of toenails in each rafter/ceiling joist to top plate connection:... 3 Top plate-to-ridge height adjustment (Footnote 4):... 1.0 Required no. of toenails (tabulated x adjustments)... 3* * See Table W4.8 below for alternative minimum capacities for proprietary connectors. Wall Assembly (WFCM 3.2.1.3) Choose Top and Bottom Plate to Stud Lateral Connection from Table 3.5A Three second gust wind speed (700 yr) and exposure category:... Rafter/Ceiling Joist Spacing... 160 mph Exp. B 16 in. Table W4.7 Top and Bottom Plate to Stud Lateral Connections for Non-loadbearing Walls Building Wall Elevation 3-B 3-A Wall Height 9.3'** 6.2' Tabulated no. of 16d commons per stud to plate connection 2 2 Footnote 2 adjustment for framing not within 8 feet of corners 0.92 0.92 Required no. of 16d commons per stud to plate connection 2* 2* * See Table W4.8 for alternative minimum capacities for proprietary connectors.

Uplift Connections (WFCM 3.2.2) Roof Assembly to Wall Assembly (WFCM 3.2.2.1) Roof Story Design 25 Table W4.8 Roof to Wall Uplift Strap Connection from Table A-3.4 Building Wall Elevation 2-2 2-1 Three second gust wind speed (700 yr) and exposure category 160 mph Exp. B Framing Spacing 16 in. W i Roof Span 32 ft n Minimum tabulated number of 8d Common Nails required in each 4 d end of 1-1/4" x 20 gage strap every rafter / stud No Ceiling Assembly nail increase (Footnote 2) 0 Minimum required number of 8d Common Nails in each end of 4 * strap every rafter / stud = Tabulated number of nails + Increases * See Table W4.9 for alternative minimum capacities for proprietary connectors. Non-loadbearing wall assemblies in accordance with Table W4.9 below (3.2.6.3)

26 Roof Story Design Connections (cont d) Table W4.9 Alternative proprietary connectors every rafter/stud with the following minimum capacities from Tables 3.4 and 3.4C Building Wall Elevation 2-2 2-1 3-B 3-A Wall Height 9' 9' 9.3' 6.2' Loadbearing Walls - Tabulated minimum uplift connection capacity (Table 3.4) 479 lbs n/a Interior framing adjustment (Table 3.4 Footnote 1) 1.0 n/a W i n d Roof dead load reduction (Table 3.4 Footnote 3) 0 n/a Non-Loadbearing Walls - Tabulated minimum uplift connection capacity (Table 3.4C) n/a 529 lbs Overhang Multiplier (Table 3.4C, Footnote 1) [(2' + OH) / 4'] 2 OH = 2 ' n/a 1.0 Zone 2 Multiplier (Table 3.4C, Footnote 2) n/a 1.0 Required Minimum Uplift Capacity of proprietary connector = Tabulated minimum capacity x Adjustments - Reduction 479 lbs 529 lbs Required Minimum Lateral Capacity rafter/truss to wall (Table 3.4) 224 lbs n/a Required Minimum Lateral Capacity top and bottom plate to stud (Table 3.5) n/a 159 lbs* 141 lbs Tabulated Minimum Shear Parallel to Ridge Capacity (R=W/L=0.8) (Table 3.4) 93 lbs n/a Tabulated Minimum Shear Perpendicular to Ridge Capacity (R=L/W=1.25) n/a 145 lbs Shear connection adjustment (Table 3.4 Footnote 4) 0.92 0.92 Required Minimum Shear Capacity 77 lbs 133 lbs * For 3-B, maximum load based on stud length at the ridge. Loads will decrease as stud length decreases.

Connections (cont d) Sheathing and Cladding Attachment (WFCM 3.2.4) Roof Sheathing (WFCM 3.2.4.1) Choose Roof Sheathing Nail Spacing from Table 3.10 Roof Story Design 27 Three second gust wind speed (700 yr) and exposure category:... 160 mph Exp. B Rafter/Truss Spacing:... 16 in. Sheathing Type:... WSP Table W4.10 Roof Sheathing Nail Spacing to Resist Suction Loads Nail Spacing 8d Common Nails Location Edges Field 4' Perimeter Edge Zone 6" 6" Interior Zones 6" 12" Gable Endwall Rake with Overhang 4"* 4"* * See 2012 WFCM Figure 2.1g for nailing details. Special Connections (WFCM 3.2.5) Ridge Straps (WFCM 3.2.5.1) For a true vaulted ceiling line, rather than using collar ties to resist upward ridge separation, choose Ridge Tension Strap Connection from Table A-3.6) Three second gust wind speed (700 yr) and exposure category:... 160 mph Exp. B Roof Pitch:... 7:12 Roof Span:... 32 ft Tabulated number of 8d Common Nails required in each end of 1-1/4" x 20 gage strap:... 3 Ridge Strap Spacing Adjustment (Footnote 3):... 1.0 Required number of 8d Common Nails in each end of 1-1/4" x 20 gage strap: Tabulated number of nails x Applicable adjustment factors:... 3 *

28 Roof Story Design Connections (cont d) * Alternatively, use proprietary connectors with the following minimum capacity from Table 3.6 Tabulated minimum connection capacity:... 351 Ridge Strap Spacing Adjustment (Footnote 3):... 1.0 Required minimum capacity of proprietary connector: Tabulated minimum capacity x Applicable adjustment factors:... 351 lbs Table 3.1 Nailing Schedule Choose Ceiling Joist to Parallel Rafter and Ceiling Joist Lap Connection from Table 3.9A Ground Snow Load:... 30 psf Roof Span:... 32 ft Rafter Slope:... 7:12 Rafter Spacing:... 16 in. Tabulated number of 16d Common Nails required per heel joint splice:.. 5 Ceiling Height/Roof Ridge Height Adjustment (Footnote 5):... 1.0 Required number of 16d Common Nails per heel joint splice: Tabulated number of nails x Applicable adjustment factors:... 5 * Required number of nails at splice (Footnote 3):... 5 * *Alternatively, use proprietary connectors with the following minimum capacity from Table 3.9 Tabulated minimum connection capacity:... 605 interpolated Ceiling Height/Roof Ridge Height Adjustment (Footnote 5):... 1.0 Required minimum capacity of proprietary connector: Tabulated minimum capacity x Applicable adjustment factors:... 605 lbs

Connections (cont d) Roof Story Design 29 Choose Ceiling Joist to Parallel Rafter and Raised Ceiling Joist Lap Connection from Table 3.9A Ground Snow Load:... 30 psf Roof Span:... 32 ft Rafter Slope:... 7:12 Rafter Spacing:... 12 in. Tabulated number of 16d Common Nails required per heel joint splice:.. 4 Ceiling Height/Roof Ridge Height Adjustment (Footnote 5):... 1.5 Required number of 16d Common Nails per heel joint splice: Tabulated number of nails x Applicable adjustment factors:... 6 * Required number of nails at splice (Footnote 3):... 6 * *Alternatively, use proprietary connectors with the following minimum capacity from Table 3.9 Tabulated minimum connection capacity:... 454 interpolated Ceiling Height/Roof Ridge Height Adjustment (Footnote 5):... 1.5 Required minimum capacity of proprietary connector: Tabulated minimum capacity x Applicable adjustment factors:... 681 lbs Blocking to Rafter Connection from Table 3.1... 2-8d common nails toe-nailed at each end OR Rim Board to Rafter Connection from Table 3.1: 2-16d common nails end-nailed at each end

30 Roof Story Design Framing and Connection Summary Table W4.11 Gable Wall and Roof Framing and Connection Summary Wall 2-2 2-1 3-B 3-A Stud Grade and Size No. 2 No. 3/Stud 2x6 2x6 Stud Length 9.3' 6.2' Stud Spacing 16" 16" Roof to Wall Lateral/Shear 3-8d comm. 3-8d comm. 159 lbs 141 Roof to Wall Uplift 4-8d comm. 4-8d comm. 479 lbs 479 lbs Plate to Stud Lateral 2-16d comm. 2-16d comm. 2-16d comm. 2-16d comm. Table W4.12 Roof and Ceiling Framing and Connection Summary Attic Space Vaulted Ceiling Rafter Grade and Size No. 2 2x10 No. 2 2x12* Rafter Spacing 16" 12" Floor/Ceiling Joist Grade & Size No. 2 2x10 No. 2 2x8 Floor/Ceiling Joist Spacing 16" 12" Floor/Ceiling Joist Length 16' 21' Rafter to Ceiling Joist Nailing 5-16d comm. 6-16d comm. * Southern Pine requires No. 1 grade.

2012 Wood Frame Construction Manual Workbook 31 SECOND STORY DESIGN Wall Framing...32 Wall Sheathing...37 Floor Framing...41 Floor Sheathing...41 Connections...42 Wall Detailing Summary...48

32 Second Story Design Wall Framing Wall Studs (WFCM 3.4.1.1) Loadbearing (2-1 and 2-2) Choose Studs from Table 3.20A or 3.20B and Table 3.20C Three second gust wind speed (700 yr) and Exposure category:... 160 mph Exp. B Exterior Studs (ext. wood siding and int. gypsum bd.) Deflection:... L/180 in. Wall Height:... 9 ft Studs supporting (Roof, Ceiling, Floors):... R+C+1F Sheathing Type (3/8" wood structural panel or minimum sheathing):... WSP To show that this is an iterative approach and that other factors may drive selection of stud size, the first attempt will use 2x4 stud grade material. Start with Table 3.20B1 because shear walls will require WSP sheathing. Table W5.1 Selection of Species, Grade, Size, and Spacing for Loadbearing Studs (Developed from WFCM Tables 3.20B1 and 3.20C) Specie Douglas Fir-Larch Hem-Fir Southern Pine Spruce-Pine-Fir Spacing 16" 16" 16" 16" Grade No. 3/Stud No. 3/Stud No. 3 or Stud No. 3/Stud Size 2x4 2x4 2x4 2x4 Maximum Length (Wind) 2 10-1" 9'-10" 9'-1" 9'-10" Maximum Length (Dead 10'-0" 10'-0" 10'-0" 10'-0" and Live Loads) 1 1. Studs support roof, ceiling, and attic floor, therefore from Table 3.20C spacing is 16" o.c. The remainder of wall which supports only roof and ceiling could increase spacing to 24" o.c., however due to standard construction practice, the spacing remains at 16" o.c. 2. Footnote a requires the stud spacing to be multiplied by 0.80 for framing within 4 ft of the corners to address additional end zone loading requirements. Options: a. Space studs at 12" o.c. within 4 ft of the corners. b. Design for minimum sheathing materials per Table 3.20A1 and apply Footnote a. c. Design for a higher grade or 2x6 studs at 24" o.c. and then space them at 16" o.c. Since wall W2-A will require 2x6 studs, choose Option (c). Calculations per Table W5.2. Table W5.2 Selection of Species, Grade, Size, and Spacing for Loadbearing Studs (Developed from WFCM Tables 3.20B1 and 3.20C) Specie Douglas Fir-Larch Hem-Fir Southern Pine Spruce-Pine-Fir Spacing 24" * 24" * 24" * 24" * Grade No. 3/Stud No. 3/Stud No. 3 or Stud No. 3/Stud Size 2x6 2x6 2x6 2x6 Maximum Length (Wind) 1 11'-6" OK 11'-3" OK 10'-6" OK 11'-3" OK Maximum Length (Dead and Live Loads) 10'-0" OK 10'-0" OK 10'-0" OK 10'-0" OK * Decrease all stud spacing to 16" o.c. to satisfy Table 3.20B Footnote a criteria.

2012 Wood Frame Construction Manual Workbook 33 Wall Framing (cont d) Non-Loadbearing (2-A) Choose Studs from Table 3.20A or 3.20B and Table 3.20C Wall studs balloon-framed to raised ceiling to avoid creating a hinge at the second floor level. BLOCKING 3.1 9 Three second gust wind speed (700 yr) and Exposure category:... 160 mph Exp. B Exterior Studs (ext. wood siding and int. gypsum bd.) Deflection:... L/180 in. Wall Height:... 12.1 (max) ft Sheathing Type (wood structural panel or minimum sheathing):... WSP Selection of Specie, Grade, Size, and Spacing for wind and gravity loads: (Table 3.20B1 and Table 3.20C). Plan for the 0.8 end zone stud spacing adjustment factor specified by footnote a by starting with a 24" stud spacing (See 2-1 and 2-2 wall stud designs for other options). Table W5.3 Selection of Species, Grade, Size, and Spacing for Non-loadbearing Studs (Developed from WFCM Tables 3.20B1 and 3.20C) Specie Douglas Fir-Larch Hem-Fir Southern Pine Spruce-Pine-Fir Spacing 24" * 24" * 24" * 24" * Grade No. 2 No. 2 No. 2 No. 2 Size 2x6 2x6 2x6 2x6 Maximum Length (Wind) 15'-2" OK 14'-2" OK 14'-1" OK 14'-6" OK Maximum Length (Dead and Live Loads) 20'-0" OK 20'-0" OK 20'-0" OK 20'-0" OK * Decrease the specified 24" stud spacing to 16" o.c. to meet the criteria of Table 3.20B Footnote a for wall framing in end zones.

34 Second Story Design Wall Framing (cont d) Non-Loadbearing (2-B) Choose Studs from Table 3.20A or 3.20B and Table 3.20C Three second gust wind speed (700 yr) and Exposure category:... 160 mph Exp. B Exterior Studs (ext. wood siding and int. gypsum bd.) Deflection:... L/180 in. Wall Height:... 9 ft Sheathing Type (wood structural panel or minimum sheathing):... WSP Selection of Specie, Grade, Size, and Spacing for wind and gravity loads: (Table 3.20B1 and Table 3.20C). Plan for the 0.8 end zone stud spacing adjustment factor specified by footnote a by starting with a 24" stud spacing. Even though 2x4 studs might work, start with 2x6 studs based on all other walls being framed with 2x6. Table W5.4 Selection of Species, Grade, Size, and Spacing for Non-loadbearing Studs (Tables 3.20B1 and 3.20C) Specie Douglas Fir-Larch Hem-Fir Southern Pine Spruce-Pine-Fir Spacing 24" * 24" * 24" * 24" * Grade No. 3/Stud No. 3/Stud No. 3 or Stud No. 3/Stud Size 2x6 2x6 2x6 2x6 Maximum Length (Wind) 11'-6" OK 11'-3" OK 10'-6" OK 11'-3" OK Maximum Length (Dead and Live Loads) 20'-0" OK 20'-0" OK 20'-0" OK 20'-0" OK * Decrease the specified 24" stud spacing to 16" o.c. to meet the criteria of Table 3.20B Footnote a for wall framing in end zones. Top Plates (WFCM 3.4.1.2) Choose Building End Wall Double Top Plate Lap Splice Length from Table 3.21 Building Dimension:... 32 ft Tabulated number of nails per each side of splice... 13-16d nails Minimum Splice Length (2-16d nails per 6") (14 nails/4 nails/ft):... 3.5 ft Choose Building Side Wall Double Top Plate Lap Splice Length from Table 3.21 Building Dimension:... 40 ft Tabulated number of nails per each side of splice... 16-16d nails Minimum Splice Length (2-16d nails per 6")(16 nails/4 nails/ft):... 4.0 ft

2012 Wood Frame Construction Manual Workbook 35 Wall Framing (cont d) Foyer Window Exterior Loadbearing Wall Headers (WFCM 3.4.1.4.1) Choose Headers in Loadbearing Walls from Tables 3.22A-E and Table 3.22F Building Width:... 32 ft Required Span (Foyer Window):... 6 ft Ground Snow Load:... 30 psf Three second gust wind speed (700 yr) and Exposure category:... 160 mph Exp. B Header supporting roof, ceiling and attic floor Table 3.22B1 (Dropped) Preliminary Header Selection (Gravity Loads):...#2 3-2x12's Maximum Header/Girder Span (interpolated):... 6'-3" OK Table 3.22B2 (Raised) Preliminary Header Selection (Gravity Loads):...#2 2-2x12's Maximum Header/Girder Span (interpolated):... 6'-5" OK Tabulated Number of Jack Studs (Table 3.22F):... 3 Roof Span Adjustment (Footnote 1: (W+12)/48):... 0.92 Adjusted no. of jack studs required = tabulated x roof span adjustment:... 3 Table 3.23A for Dropped Headers Only Preliminary Header Selection (Wind Loads):... #2 3-2x12 (gravity loads) OK Maximum Header/Girder Span (Dropped)... 9'-1" OK Tabulated Number of Full Height (King) Studs (Table 3.23C):... 3* Reduced Full Height Stud Requirements (Table 3.23D) x/h = 0.25:... 2 Final Selection of Header Grade and Size: Raised Headers - gravity loads control:... #2 2-2x12's Number of Jack Studs Required (gravity controlled):... 3** Number of Full Height (King) Studs Required:... 2 Using identical procedures: North bathroom headers (Dropped):... #2 2-2x8's 4'-3" >4' OK North bathroom headers (Raised):... #2 2-2x8's 4'-5" >4' OK Number of Jack Studs Required:... 2* Number of Full Height (King) Studs Required:... 2** Bedrooms 2-3 headers (Dropped):... #2 2-2x6's 3'-6" >3' OK Bedrooms 2-3 headers (Raised):... #2 2-2x6's 3'-7" >3' OK Number of Jack Studs Required:... 2* Number of Full Height (King) Studs Required:... 2** Bedroom 1 headers (Dropped):... #2 2-2x6's 4'-2" >3' OK Bedroom 1 headers (Raised):... #2 2-2x6's 4'-3" >3' OK Number of Jack Studs Required:... 2* Number of Full Height (King) Studs Required:... 2** * Full height studs could be determined based on 24" o.c. spacing from Tables W5.2-W5.4. ** WFCM 3.4.1.4.3 allows jack studs to be replaced with an equivalent number of full height (king) studs if adequate gravity connections are provided.

36 Second Story Design Exterior Non-Loadbearing Wall Headers and Window Sill Plates (WFCM 3.4.1.4.1 and 3.4.1.4.4) Foyer Window Choose Spans from Table 3.23B Three second gust wind speed (700 yr) and Exposure category:... 160 mph Exp. B Wall Height:... 9 ft Required Span (Foyer Sill Plate):... 6 ft Selection of Window Sill Plate Specie, Grade, and Size:... #2 1-2x6 (flat) Tabulated Window Sill Plate Span:... 7'-3" Adjustment for framing not within 8' of corners (Footnote 1):... 1.0 Wall Height Adjustment (Footnote 2: (H/10) 1/2 ):... 0.95 Adjusted Maximum Sill Plate Length: Tabulated max. Sill Plate Length wall Height Adjustment:... 7'-8" >6' OK Number of full height (king) studs determined previously. Using identical procedures: North bathroom sill plates:... #2 1-2x6 (flat) 7'-8" >4' OK Typical bedroom sill plates:... #2 1-2x6 (flat) 7'-8" >3' OK Non-loadbearing wall header:... #2 1-2x6 (flat) 7'-8" >3' OK Number of Full Height (King) Studs Required (Table 3.23C):... 2 Reduced Full Ht. Stud Requirements (Table 3.23D) x/h = 0.25:... 2 WFCM Commentary Table 3.23D: NFH=2L/s[x(1-x)]:... 1 Interior Loadbearing Wall Headers (WFCM 3.4.2.4.1) Bedroom 2 Door Choose Headers for Interior Loadbearing Walls from Tables 3.24A-C Building Width:... 32 ft Required Span:... 3 ft Header supporting one center bearing floor Table 3.24A1 (Dropped) Selection of Header Grade and Size:... 2-2x6 Maximum Header/Girder Span (interpolated):... 3'-10" > 3' OK Table 3.24A2 (Raised) Selection of Header Grade and Size:... 2-2x6 Maximum Header/Girder Span (interpolated):... 3'-11" > 3' OK Number of Jack Studs Required (Table 3.24C):... 1 Using identical procedures: Foyer header (4' required):... 2-2x8 4'-9" > 4' OK Number of Jack Studs Required (Table 3.24C):... 1 Interior Non-Loadbearing Wall Headers (WFCM 3.4.1.4.1) Ends of Hallway The 2012 International Residential Code (IRC) section R602.7.3 allows a single flat 2x4 for interior nonloadbearing walls up to 8' spans.

2012 Wood Frame Construction Manual Workbook 37 Wall Sheathing Sheathing and Cladding (WFCM 3.4.4.1) Choose Exterior Wall Sheathing OR Cladding from Tables 3.13A and 3.13B, respectively Three second gust wind speed (700 yr) and Exposure category:... 160 mph Exp. B Sheathing Type (wood structural panels, fiberboard, board, hardboard):... WSP Strength Axis to Support (Parallel or Perpendicular):... Parallel Stud Spacing:... 16 in. Minimum Panel Thickness to resist suction loads:... 15/32 in. L FH = 24 ft 2-2 (North) Elevation L FH = 22 ft 2-1 (South) Elevation L FH = 32 ft 2-B (East) Elevation L FH = 29 ft 2-A (West) Elevation

38 Second Story Design Wall Sheathing (cont d) Exterior Segmented Shear Walls (WFCM 3.4.4.2) Choose Exterior Segmented Shear Wall Length from Table 3.17A-D Wall Height:... 9 ft Number of Stories Braced (per 3.1.3.1 and table footnotes):... 1 Three second gust wind speed (700 yr) and Exposure category:... 160 mph Exp. B Maximum shear wall aspect ratio for wind (Table 3.17D):... 3.5:1 Minimum shear wall segment length (Wall height/aspect ratio) (9 ft/3.5): 2.6 ft Seismic Design Category:... D 1 Roof and Attic Dead Load... 25 psf NOTE: Dead load has been increase to account for partial attic. Maximum shear wall aspect ratio for seismic (Table 3.17D):... 2:1 Minimum shear wall segment length (Wall height/aspect ratio) (9 ft/2):... 4.5 ft Minimum WSP sheathing thickness (per WFCM 3.4.4.2):... 3/8 in. Minimum gypsum thickness (per WFCM 3.4.4.2):... 1/2 in. Maximum stud spacing (per WFCM 3.4.4.2):... 16 in. 8d common nails @ 6 OC on panel perimeter 8d common nails @ 12 OC in field 3/8 wood structural panel continuous height over wall plates 5d cooler nails @ 7 OC on panel perimeter 5d cooler nails @ 10 OC in field 1/2 gypsum wallboard on interior Panel exterior Panel interior WFCM 3.4.4.2 Standard Shear Wall

2012 Wood Frame Construction Manual Workbook 39 Wall Sheathing (cont d) Exterior Segmented Shear Walls (WFCM 3.4.4.2) Table W5.5 Calculation of Exterior Segmented Shear Wall Lengths and Nailing Requirements Building Wall Elevation 2-2 2-1 2-B 2-A Wall Height 9' 9' 9' 9' Length (L) or Width (W) of Building L=40' L=40' W=32' W=32' Actual Length of Full Height Sheathing (L FH ) 24' 22' 32' 29' S e i s m i c Tabulated Min. Length Full Height Sheathing for Seismic Loads per Table 3.17C1 (R&C)** L/W = 1.25 (interpolated) (L s ) Vertical distribution factor adjustment per Table 3.17C Footnote 2 (C vd ) Adjustment for other dead load case per Table 3.17C Footnote 4 (R&C)** (C dl ) WSP Perimeter Edge Nail Spacing Seismic (WFCM 3.4.4.2b + 3.4.4.2.1) 8.8' 8.8' 8.8' 8.8' 0.92 0.92 0.92 0.92 1.42 1.42 1.42 1.42 6" 6" 6" 6" Sheathing Type Adjustment per Table 3.17D (C sw ) 1.0 1.0 1.0 1.0 Aspect ratio adjustment per Table 3.17D Footnote 4 (C ar )* 1.5 1.5 1.0 1.0 Min. Length Full Ht. Sheathing Segmented Seismic (L SSW-S = L s (C sw ) (C dl ) (C vd ) (C ar )) 17.2' 17.2' 11.5' 11.5' L SSW-S < L FH Ok Ok Ok Ok W i n d Tabulated Min. Length Full Ht. Sheathing for Wind per Table 3.17A (R&C) (L w ) 10.3' 10.3' 12.8' 12.8' WSP Perimeter Edge Nail Spacing Wind (WFCM 3.4.4.2a) 6" 6" 6" 6" Sheathing Type Adjustment per Table 3.17D (C sw ) 1.0 1.0 1.0 1.0 Wall and Roof Height Adjustment (Table 3.17A Footnote 4) (C WRH ) Min. Length Full Ht. Sheathing Segmented Wind (L SSW-W = L w (C WRH )(C sw ) 0.92 0.92 0.92 0.92 9.5' 9.5' 11.8' 11.8' L SSW-W < L FH Ok Ok Ok Ok * SDPWS Table 4.3.4 requires the unit shear capacity to be multiplied by 2b s /h if the shear wall segment aspect ratio exceeds 2:1. There are four 3' (b=3) segments in walls 2-1 and 2-2, so the aspect ratio adjustment factor for the shortest shear wall segment is 2b s /h = 2(3)/9 = 0.67. The sheathing type adjustment factor in the WFCM would need to be modified by the inverse of 0.67 so C ar = 1.5. ** Since the attic only partially covers the structure and there are no additional walls or partitions, from Table 3.17C3 use Shear Wall Line Beneath category roof and ceiling to design the shear walls, then use the Footnote 4 adjustment to compensate for additional dead load due to attic floor framing. In this case, use roof/ceiling assembly = 25 psf.

40 Second Story Design Wall Sheathing (cont d) Exterior Perforated Shear Walls (WFCM 3.4.4.2) Using Segmented Shear Wall results from Table W5.5, determine Perforated Shear Wall Lengths using Table 3.17E Table W5.6 Calculation of Exterior Perforated Shear Wall Lengths and Nailing Requirements Building Wall Elevation 2-2 2-1 2-B 2-A Wall Height 9' 9' 9' 9' Max. Unrestrained Opening Height 6'-0" 4'-6" 0 7'-6" Max. Unrestrained Opening Heights as functions of wall height 2H/3 H/2 0 5H/6 Actual Length of Full Height Sheathing (L FH ) 24' 22' 32' 29' S e i s m i c Length of Wall (L Wall ) 40' 40' 32' 32' Min. Length Full Ht. Sheathing - Segmented Seismic (L SSW-S ) 17.2' 17.2' 11.5' 11.5' Percent Full Height Sheathing (L SSW-S / L Wall ) 43% 43% 36% 36% Perforated Length Increase Factor from Table 3.17E (C L ) 1.40 1.24 1.00 1.62 Min. Length Full Ht. Sheathing - Perforated Seismic (L PSW-S = L SSW-S (C L )) 23.8' 21.5' 11.5' 18.6' L PSW-S < L FH Ok Ok Ok Ok Actual Length of Full Height Sheathing (L FH-W ) 24' 22' 32' 29' Length of Wall (L Wall ) 40' 40' 32' 32' W Min. Length Full Height Sheathing - Segmented Wind (L SSW-W ) 9.5' 9.5' 11.8' 11.8' i Percent Full Height Sheathing (L SSW-W / L Wall ) 24% 24% 37% 37% n Perforated Length Increase Factor from Table 3.17E (C L ) 1.62 1.34 1.00 1.61 d Min. Length Full Ht. Sheathing - Perforated Wind 15.4' 12.7' 11.8' 19.0' (L PSW-W = L SSW-W (C L )) L PSW-W < L FH Ok Ok Ok Ok * Includes a 2b/h reduction for exceeding 2:1 aspect ratio for seismic applied to the entire length of fullheight sheathing. See Table W5.5 footnote for explanation. Table W5.7 Top Story Shear Wall Edge Nail Spacing and Wall Length Summary Building Elevation 2-2 2-1 2-B 2-A Segmented 6" 17.2' 6" 17.2' 6" 11.5' 6" 11.5' Seismic Perforated 6" 23.8' 6" 21.5' 6" 11.5' 6" 18.6' Segmented 6" 9.5' 6" 9.5' 6" 11.8' 6" 11.8' Wind Perforated 6" 15.4' 6" 12.7' 6" 11.8' 6" 19.0' See shear wall detailing summary tables at the end of this section for a final comparison of wind vs. seismic results.

2012 Wood Frame Construction Manual Workbook 41 Floor Framing Floor Joists (WFCM 3.3.1.1) Choose Floor Joists from Tables 3.18A-B Live Load:... 30 psf Dead Load:... 10 psf Joist Vertical Displacement L/Δ:... 360 Required Span:... 16 ft Table W5.8 Selection of Specie, Grade, Size, and Spacing for Floor Joists (Table 3.18A) Specie Douglas Fir-Larch Hem-Fir Southern Pine Spruce-Pine-Fir Spacing 16" 16" 16" 16" Grade #2 #2 #2 #2 Size 2x10 2x10 2x12 2x10 Maximum Span 17'-5" OK 16'-10" OK 18'-6" OK 17'-2" OK Blocking per WFCM 3.3.5 Floor opening complies with WFCM 3.1.3.2.g (lesser of 12 ft or 50% of the building dimension). Floor Sheathing Sheathing Spans (WFCM 3.3.4.1) Choose Floor Sheathing from Table 3.14 Floor Framing Floor Joist Spacing:... 16 in. Sheathing Type:... WSP (Single Floor) Span Rating... 16 o.c. Tabulated Minimum Panel Thickness:... 19/32 in. OK

42 Second Story Design Connections Lateral Framing and Shear Connections (WFCM 3.2.1) Wall Assembly (WFCM 3.2.1.3) Top Plate to Top Plate Table 3.1 for 6" WSP wall edge nail spacing... 2-16d Commons per foot Top Plate Intersection (Table 3.1):... 4-16d Commons each joint side Stud to Stud (Table 3.1):... 2-16d Commons 24" o.c. Header to Header (Table 3.1):... 16d Commons 16" o.c. - edges Top or Bottom Plate to Stud (Table 3.1 & 3.5A):... 2-16d Commons per stud* * See header design for any additional nailing required for king studs. Also note that W2-A has a 12.1 foot wall height, however, 2-16d commons are sufficient. Wall Assembly to Floor Assembly (WFCM 3.2.1.4) Bottom Plate to Floor Joist, Bandjoist, Endjoist, or Blocking Table 3.1 for 6" WSP wall edge nail spacing... 2-16d Commons per foot Floor Assembly (WFCM 3.2.1.5) Bridging to Floor Joist (Table 3.1):... 2-8d Commons each end Blocking to Floor Joist (Table 3.1):... 2-8d Commons each end Band Joist to Floor Joist (Table 3.1):... 3-16d Commons per joist Floor Assembly to Wall Assembly (WFCM 3.2.1.6) Floor Joist to Top Plate (Table 3.1):... 4-8d Commons per joist Blocking to Sill or Top Plate (Table 3.1):... 3-16d Commons each block Band Joist to Sill or Top Plate Table 3.1 for 6" WSP wall edge nail spacing... 2-16d Commons per foot

2012 Wood Frame Construction Manual Workbook 43 Connections (cont d) Uplift Connections (WFCM 3.2.2) Wall Assembly to Wall Assembly (WFCM 3.2.2.2) Table W5.9 Wall to Wall Uplift Strap Connection from Table A-3.4 Building Wall Elevation 2-1 2-2 W i n d Three second gust wind speed (700 yr) and Exposure category: Framing Spacing Roof Span 160 mph Exp. B Minimum tabulated number of 8d Common Nails required in each end of 1-1/4" x 20 gage strap every stud 4 No Ceiling Assembly nail increase Table A-3.4 Footnote 2 0 16 in. Minimum required number of 8d Common Nails in each end of strap 4* every stud = Tabulated number of nails - Reductions + Increases *Non-loadbearing wall assemblies (2-A and 2-B) in accordance with Table W5.10 below (3.2.6.3) Table W5.10 Alternative proprietary connectors every stud with the following minimum capacities Building Wall Elevation 2-1 2-2 2-A 2-B Loadbearing Walls - Tabulated minimum uplift connection capacity (Table 3.4) 479 lbs n/a Interior framing adjustment (The 75% uplift factor reduction allowed 1.0 n/a by Table 3.4 Footnote 1 was not applied) W Roof dead load reduction (Table 3.4 Footnote 2) = 0 since the attic i -0 lbs n/a floor does not cover the entire second floor n Wall-to-Wall and Wall-to-Foundation reduction d -97 lbs n/a (Table 3.4 Footnote 3) = [73 plf x (16" / 12"/ ft ) = 97 lbs] Non-Loadbearing Walls - Tabulated minimum uplift connection capacity (Table 3.4C) n/a 529 lbs Roof Overhang (OH) = 2' Overhang Multiplier (Table 3.4C Footnote 1) n/a 1.0 [(2' + OH) / 4'] 2 Zone 2 Multiplier (The 65% uplift factor reduction allowed by Table 3.4C Footnote 2 was not applied) n/a 1.0 Required minimum capacity of proprietary connector = Tabulated minimum capacity x Adjustments - Reduction 382 lbs 529 lbs 32 ft Check Perforated Shear Wall plate anchorage between wall ends The assumption is that wall plate nailing to floor framing (WFCM 3.2.1.6 and Table 3.1) in addition to the wind uplift straps (determined above), are sufficient to resist uplift requirements on the plate using the Perforated Shear Wall Method.

44 Second Story Design Connections (cont d) Uplift Connections (WFCM 3.2.3) Wall Assembly to Wall Assembly (WFCM 3.2.2.2 and 3.2.3) Table W5.11 Alternative to metal straps on every stud - wood structural panels to resist wall plate to wall stud uplift and shear from Table 3.4B Building Wall Elevation 2-1 2-2 2-A 2-B W i n d Three second gust wind speed (700 yr) and Exposure category 160 mph Exp. B 160 mph Exp. B Roof Span 32 ft 28 ft * Shear Wall Sheathing Thickness (see shear wall design above) 15/32 in. 15/32 in. Shear Wall Nailing: size and spacing (panel edges and field) 8d common @ 6"/12" 8d common @ 6"/12" Number of Rows Required 2 2 Panel Edge Nail spacing 4" 4" * A conservative approach to design gable end wall (2-A & 2-B) WSPs to resist combined uplift and shear is as follows: 1. Determine the uplift in plf from Table 3.4C, which in this case equals 397 plf @ 12" o.c. outlooker spacing. Reduce wall dead load of 73plf which gives 324 plf. 2. Determine an effective roof span from Table 3.4 for equivalent rafter/truss spacing @ 12" o.c., which in this case is 28' where U=323 lbs. 3. Use Table 3.4B in a similar fashion to the load bearing walls to determine the nail spacing requirements to handle uplift combined with shear. 4. An alternative in Step 1 is to reduce the tabulated uplift load by a factor of 0.65 per Table 3.4C Footnote 2 and use straps at the Zone 3 corners and ridge. See Figure 3.2f for appropriate panel edge nail spacing (3.2.3.5). See Special Connections for connections around openings (3.2.3.4). WFCM 3.2.3.7a requires that nail spacing not be less than 6" o.c. for a double row of fasteners to avoid tension perpendicular to grain stresses in common framing members such as band joists. An alternative to splicing panels at the band joist is to splice panels at mid-stud height. Detailing shall be in accordance with WFCM 3.2.3.7b.

2012 Wood Frame Construction Manual Workbook 45 Connections (cont d) Overturning Resistance (WFCM 3.2.4) Hold-downs (WFCM 3.2.4.1) Table W5.12 Calculate Hold-downs from Table 3.17F for Segmented and Perforated Shear Walls Building Wall Elevation 2-1 2-2 2-A 2-B Wall Height 9' 9' 9' 9' S e i s m i c W i n d WSP Perimeter Edge Nail Spacing - seismic 6" 6" 6" 6" Tabulated hold-down connection capacity required seismic (T s ) Hold-down adjustment per Table 3.17F footnotes (Table 3.17D) (C sw ) Adjusted hold-down capacity (T as = (T s ) / (C sw )) 2151 lbs 2151 lbs 2151 lbs 2151 lbs 1.0 1.0 1.0 1.0 2151 lbs 2151 lbs 2151 lbs 2151 lbs WSP Perimeter Edge Nail Spacing - wind 6" 6" 6" 6" Tabulated hold-down connection capacity required 3924 lbs 3924 lbs 3924 lbs 3924 lbs wind (T w ) Hold-down adjustment per Table 3.17F Footnotes 1.0 1.0 1.0 1.0 (Table 3.17D) (C sw ) Adjusted hold-down capacity (T wa = (T w ) / (C sw )) wind 3924 lbs 3924 lbs 3924 lbs 3924 lbs

46 Second Story Design Connections (cont d) Sheathing and Cladding Attachment Resisting Suction Loads (WFCM 3.2.5) Wall Sheathing (WFCM 3.2.5.2) Choose Wall Sheathing Nail Spacing from Table 3.11 Three second gust wind speed (700 yr) and Exposure category:... 160 mph Exp. B Stud Spacing:... 16 in. Sheathing Type (wood structural panels, board or lap siding):... WSP Table W5.13 Wall Sheathing Nail Spacing to Resist Suction Loads Location Edges Field 4' Edge Zone 6" 12" Interior Zones 6" 12" Wall sheathing nailing requirement for shear walls (8d common nails required) control. Special Connections (WFCM 3.2.6) Connections around Wall Openings (WFCM 3.2.6.4) Foyer Window Choose Header/Girder Connections based on loads from Table 3.7 Three second gust wind speed (700 yr) and Exposure category:... 160 mph Exp. B Roof Span:... 32 ft Header Span (Foyer Window):... 6 ft Required Connection Capacity at Each End of Header: Tabulated Uplift Capacity (interpolated):... Tabulated Lateral Capacity:... 1091 lbs 504 lbs Top/bottom plate to full height stud connection (3.4.1.4.2 Exception) = w*(l/2)/nfh w = 155 plf (Table 3.5); Z' = 125 lbs (Table 3.5A Commentary) Required capacity = 232 lbs; Dividing by Z' yields:... 2-16d Commons All shorter headers would require lower capacity. Using identical procedures: North Bathroom (4' header) Tabulated Uplift Capacity (interpolated):... 727 lbs North Bathroom (4' header) Tabulated Lateral Capacity:... 336 lbs Typical Bedroom (3' header) Tabulated Uplift Capacity (interpolated):... 545 lbs Typical Bedroom (3' header) Tabulated Lateral Capacity (interpolated):.. 252 lbs

2012 Wood Frame Construction Manual Workbook 47 Connections (cont d) Choose Window Sill Plate Connections based on loads from Table 3.8 Three second gust wind speed (700 yr) and Exposure category:... 160 mph Exp. B Window Sill Plate Span:... 6 ft Tabulated Lateral Connection Capacity at Each End of Window Sill Plate:... 504 lbs Using identical procedures: North Bathroom (4' sill) Tabulated Lateral Connection Capacity at Each End... 336 Typical Bedroom (3' sill) Tabulated Lateral Connection Capacity at Each End... 252 lbs lbs

48 Second Story Design Wall Detailing Summary Table W5.15 Shear Wall Detailing Requirements for Seismic Loads Wall 2-2 2-1 2-B 2-A Stud Size 2x4 2x4 2x4 2x4 Stud Spacing 16" 16" 16" 16" Interior Sheathing Type Gyp Gyp Gyp Gyp Thickness 1/2" 1/2" 1/2" 1/2" Nail Type 5d cooler 5d cooler 5d cooler 5d cooler Edge/Field Nailing 7"/10" 7"/10" 7"/10" 7"/10" Exterior Sheathing Type WSP WSP WSP WSP Thickness 15/32" 15/32" 15/32" 15/32" Nail Type 8d comm. 8d comm. 8d comm. 8d comm. Edge/Field Nailing 12" 12" 12" 12" Shear Wall Type SSW PSW SSW PSW SSW PSW SSW PSW Edge Nailing 6" 6" 6" 6" 6" 6" 6" 6" Segment Length 17.2' Full 17.2' Full 11.5' Full 11.5' Full Hold-downs, lbs 2151 2151 2151 2151 2151 2151 2151 2151 Shear nailing (per foot) 2-16d 2-16d 2-16d 2-16d Table W5.16 Shear Wall Detailing Requirements for Wind Loads Wall 2-2 2-1 2-B 2-A Stud Grade and Size No. 3/Stud No. 3/Stud No. 3/Stud No. 2 2x6 2x6 2x6 2x6 Stud Length 9' 9' 9' 13' Stud Spacing 16" 16" 16" 16" Interior Sheathing Type Gyp Gyp Gyp Gyp Thickness 1/2" 1/2" 1/2" 1/2" Nail Type 5d cooler 5d cooler 5d cooler 5d cooler Edge/Field Nailing 7"/10" 7"/10" 7"/10" 7"/10" Exterior Sheathing Type WSP WSP WSP WSP Thickness 15/32" 15/32" 15/32" 15/32" Nail Type 8d comm. 8d comm. 8d comm. 8d comm. Field Nailing 12" 12" 12" 12" Shear Wall Type SSW PSW SSW PSW SSW PSW SSW PSW Edge Nailing 6" 6" 6" 6" 6" 6" 6" 6" No. 8d comm. each strap/stud 4 4 4 4 4 4 4 4 Segment Length 9.5' Full 9.5' Full 11.8' Full 11.8' Full Hold-downs, lbs 3924 3924 3924 3924 3924 3924 3924 3924 Shear nailing (per foot) 2-16d 2-16d 2-16d 2-16d

2012 Wood Frame Construction Manual Workbook 49 Wall Detailing Summary Perforated Shear Wall 3924 lb hold-downs 6/12 nailing 2-2 (North) Elevation Segmented Shear Wall 17.2' required 3924 lb hold-downs 6/12 nailing Perforated Shear Wall 3924 lb hold-downs 6/12 nailing Segmented Shear Wall 17.2' required 3924 lb hold-downs 6/12 nailing 2-B (East) Elevation Segmented Shear Wall 11.8' required 3924 lb hold-downs 6/12 nailing 2-1 (South) Elevation Perforated Shear Wall 3924 lb hold-downs 6/12 nailing Segmented Shear Wall 11.8' required 3924 lb hold-downs 6/12 nailing 2-A (West) Elevation

50 Second Story Design Wall Detailing Summary (cont d) Table W5.17 Header Detailing Requirements for Wind and Gravity Loads Header Span and Details Ext. Non-loadbearing Ext. Loadbearing Headers & Sill Plates (2-1&2-2) (2-A&2-B) Int. Loadbearing Type Raised Dropped - Size/Plies 2-2x12 1-2x6 flat - Uplift load 1091 n/a - 6' 4' 3' Lateral load 504 504 - No. Jack studs 3 n/a - No. King studs 2 1 - King to plate nails 2-16d comm. 2-16d comm. - Type Dropped or Raised Dropped Dropped or Raised Size/Plies 2-2x8 1-2x6 flat 2-2x8 Uplift load 727 n/a n/a Lateral load 336 336 n/a No. Jack studs 2 n/a 1 No. King studs 2 1 1 King to plate nails 2-16d comm. 2-16d comm. n/a Type Dropped or Raised Dropped Dropped or Raised Size/Plies 2-2x6 1-2x6 flat 2-2x6 Uplift load 545 n/a n/a Lateral load 252 252 n/a No. Jack studs 2 n/a 1 No. King studs 2 1 1 King to plate nails 2-16d comm. 2-16d comm. n/a Table W5.18 Header Detailing Requirements for Gravity Loads Only Header Span and Details 6' 4' 3' Ext. Loadbearing (2-1 & 2-2) Ext. Non-loadbearing Headers & Sill Plates (2-A & 2-B) Int. Loadbearing Type Raised Dropped or Raised - Size/Plies 2-2x12 1-2x6 flat - No. Jack studs 3 n/a - No. King studs 1 1 - Type Dropped or Raised Dropped or Raised Dropped or Raised Size/Plies 2-2x8 1-2x6 flat 2-2x8 No. Jack studs 2 n/a 1 No. King studs 1 1 1 Type Dropped or Raised Dropped or Raised Dropped or Raised Size/Plies 2-2x6 1-2x6 flat 2-2x6 No. Jack studs 2 n/a 1 No. King studs 1 1 1

2012 Wood Frame Construction Manual Workbook 51 FIRST STORY DESIGN Wall Framing...52 Wall Sheathing...56 Floor Framing...62 Floor Sheathing...62 Connections...63 Wall Detailing Summary...71

52 First Story Design Wall Framing Wall Studs (WFCM 3.4.1.1) Loadbearing (1-1 and 1-2) Choose Studs from Table 3.20A or 3.20B and Footnotes Three second gust wind speed (700 yr.) and Exposure category:... 160 mph Exp. B Exterior Studs (ext. wood siding and int. gypsum bd.) Deflection:... L/180 in. Wall Height:... 9 ft Studs supporting (Roof, Ceiling, Floors):... R+C+2F Sheathing Type (wood structural panel or minimum sheathing):... WSP Based on second floor wall designs, start with 2x6 studs @ 24" o.c. Table W6.1 Selection of Species, Grade, Size, and Spacing for Loadbearing Studs (Developed from WFCM Tables 3.20B1 and 3.20C) Specie Douglas Fir-Larch Hem-Fir Southern Pine Spruce-Pine-Fir Spacing 24" * 24" * 24" * 24" * Grade No. 3/Stud No. 3/Stud No. 3 or Stud No. 3/Stud Size 2x6 2x6 2x6 2x6 Maximum Length (Wind) 1 11'-6" OK 11'-3" OK 10'-6" OK 11'-3" OK Maximum Length (Dead and Live Loads) 10'-0" OK 10'-0" OK 10'-0" OK 10'-0" OK * Decrease all stud spacing to 16" o.c. to satisfy Table 3.20B Footnote a criteria. Non-Loadbearing (1-A and 1-B) Choose Studs from Table 3.20A or 3.20B and Table 3.20C Three second gust wind speed (700 yr) and Exposure category:... 160 mph Exp. B Exterior Studs (ext. wood siding and int. gypsum bd.) Deflection:... L/180 in. Wall Height:... 9 ft Sheathing Type (wood structural panel or minimum sheathing):... WSP Plan for Footnote a stud spacing adjustment factor of 0.8 by starting with 24" stud spacing. Even though 2x4 studs might work, start with 2x6 studs based on all other walls being framed with 2x6. Table W6.2 Selection of Species, Grade, Size, and Spacing for Non-loadbearing Studs (Developed from WFCM Tables 3.20B1 and 3.20C) Specie Douglas Fir-Larch Hem-Fir Southern Pine Spruce-Pine-Fir Spacing 24" * 24" * 24" * 24" * Grade No.3/Stud No.3/Stud No. 3 or Stud No.3/Stud Size 2x6 2x6 2x6 2x6 Maximum Length (Wind) 11'-6" OK 11'-3" OK 10'-6" OK 11'-3" OK Maximum Length (Dead and Live Loads) 20'-0" OK 20'-0" OK 20'-0" OK 20'-0" OK * Decrease all stud spacing to 16" o.c. per Table 3.20B Footnote a.

2012 Wood Frame Construction Manual Workbook 53 Top Plates (WFCM 3.4.1.2) Choose Building End Wall Double Top Plate Lap Splice Length from Table 3.21 Building Dimension:... 32 ft Tabulated number of nails per each side of splice:... 13-16d nails Minimum Splice Length (2-16d nails per 6") (13 nails/4 nails/ft):... 3.5 ft Choose Building Side Wall Double Top Plate Lap Splice Length from Table 3.21 Building Dimension:... 40 ft Tabulated number of nails per each side of splice:... 16-16d nails Minimum Splice Length (2-16d nails per 6") (16 nails/4 nails/ft):... 4.0 ft

54 First Story Design Wall Framing (cont d) Exterior Loadbearing Wall Headers (WFCM 3.4.1.4.1) Family Room Door Choose Headers in Loadbearing Walls from Tables 3.22A-E and Table 3.22F Building Width:... 32 ft Required Span:... 9 ft Ground Snow Load:... 30 psf Three second gust wind speed (700 yr.) and Exposure category:... 160 mph Exp. B Headers supporting roof, ceiling, and two center bearing floors Table 3.22D1 (Dropped) Preliminary Header Selection (Gravity Loads):... 20F Glulam 3-1/8x13-3/4 Maximum Header/Girder Span (interpolated):... 9'-4" Table 3.22D2 (Raised) Preliminary Header Selection (Gravity Loads):... 20F Glulam 3-1/8x13-3/4 Maximum Header/Girder Span (interpolated):... 9'-9" Table 3.22F Tabulated Number of Jack Studs Required (R+C+2CBF):... 5 Roof Span Adjustment (Footnote 1: (W+12)/48):... 0.92 Adjusted no. of jack studs required = tabulated x roof span adjustment:... 5 Table 3.23A (Dropped) Dropped Header Wind Load Check:... 20F Glulam 3-1/8x13-3/4 Maximum Header/Girder Span... 11'-6" OK Table 3.23C Tabulated Number of Full Height (King) Studs:... 4* Reduced Full Height Stud Requirements (Table 3.23D) x/h = 0.15:... 3 Final Selection of Header Grade and Size: Gravity Loads Control:... 20F Glulam 3-1/8x13-3/4 Number of Jack Studs Required (gravity controlled):... 5** Number of Full Height (King) Studs Required (wind controlled):... 3* (same species / grade as Loadbearing Studs (WFCM 3.4.1.4.2)) Using identical procedures: Foyer header (6' required):... 20F Glulam 3-1/8x9-5/8 6'-9" >6' OK Number of Jack Studs Required:... 3** Number of Full Height (King) Studs Required:... 2* Typical Window headers (3' required):... Dropped 2-2x8's 3'-8" >3' OK Typical Window headers (3' required):... Raised 2-2x6's 3'-0" >3' OK Number of Jack Studs Required:... 2** Number of Full Height (King) Studs Required:... 1 * Full height studs could be determined based on 24" o.c. spacing from Tables W6.1-W6.2. ** WFCM 3.4.1.4.3 allows jack studs to be replaced with an equivalent number of full height (king) studs if adequate gravity connections are provided. If all first floor headers align vertically with second floor headers, only one floor is being carried and headers could be designed for more efficiency (Table 3.24A1/A2 adjusted by 1.4 for half the tributary area). However, jack studs still need to be designed for roof, ceiling, and two floors.

2012 Wood Frame Construction Manual Workbook 55 Exterior Non-Loadbearing Wall Headers and Window Sill Plates (WFCM 3.4.1.4.1 and 3.4.1.4.4) Choose Window Sill Plates from Table 3.23B Three second gust wind speed (700 yr) and Exposure category:... 160 mph Exp. B Required Span:... 3 and 4 ft Selection of Window Sill Plate Grade, and Size:... 1-2x6 (flat) Tabulated Window Sill Plate Span:... 7'-3" Wall Height Adjustment (Footnote 3: (H/10) 1/2 ):... 0.95 Adjusted Maximum Sill Plate Length: Tabulated maximum sill plate Length Wall Height Adjustment:... 7'-8" > 4' OK Table 3.23C Number of Full Height (King) Studs Required:... 2 Reduced Full Height Stud Requirements (Table 3.23D) x/h = 0.25:... 2 Interior Loadbearing Wall Headers (WFCM 3.4.2.4.1) Living Room Door Choose Headers for Interior Loadbearing Walls from Tables 3.24A-C Building Width:... 32 ft Required Span:... 6 ft Header supporting two center bearing floors Table 3.24B1 (Dropped) Selection of Header Grade and Size:... 20F Glulam 3-1/8x9-5/8 Maximum Header/Girder Span (interpolated):... 6'-1" ft. > 6' OK Table 3.24B2 (Raised) Selection of Header Grade and Size:... 20F Glulam 3-1/8x9-5/8 Maximum Header/Girder Span (interpolated):... 6'-1" ft. > 6' OK Number of Jack Studs Required (Table 3.24C):... 4 Using identical procedures: Foyer header (4' required):... 2-2x10 4'-0" > 4' OK Number of Jack Studs Required (Table 3.24C):... 3 Interior Non-Loadbearing Wall Headers (WFCM 3.4.1.4.1) Ends of Hallway The 2012 International Residential Code (IRC) section R602.7.3 allows a single flat 2x4 for interior nonloadbearing walls up to 8' spans.

56 First Story Design Wall Sheathing Sheathing and Cladding (WFCM 3.4.4.1) Choose Exterior Wall Sheathing OR Cladding from Tables 3.13A and 3.13B respectively Three second gust wind speed (700 yr) and Exposure category:... 160 mph Exp. B Sheathing Type (wood structural panels, fiberboard, board, hardboard):... WSP Strength Axis to Support (Parallel or Perpendicular):... Parallel Stud Spacing:... 16 in. Minimum Panel Thickness to resist suction loads:... 15/32 in. L FH = 25 ft 1-2 North Elevation L FH = 22 ft 1-1 South Elevation 1-B East Elevation L FH = 25 ft L FH = 29 ft 1-A West Elevation

2012 Wood Frame Construction Manual Workbook 57 Wall Sheathing (cont d) Exterior Segmented Shear Walls (WFCM 3.4.4.2) Choose Exterior Segmented Shear Wall Length from Table 3.17A-D Wall Height:... 9 ft Number of Stories Braced (per 3.1.3.1 and table footnotes):... 2 Three second gust wind speed (700 yr) and Exposure category:... 160 mph Exp. B Maximum shear wall aspect ratio for wind (Table 3.17D):... 3.5:1 Minimum shear wall segment length (Wall height/aspect ratio) (9 ft/3.5): 2.6 ft Seismic Design Category:... D 1 Maximum shear wall aspect ratio for seismic (Table 3.17D):... 2:1 Minimum shear wall segment length (Wall height/aspect ratio): (9 ft/2):.. 4.5 ft Minimum WSP sheathing thickness (per WFCM 3.4.4.2):... 3/8 in. Minimum gypsum thickness (per WFCM 3.4.4.2):... 1/2 in. Maximum stud spacing (per WFCM 3.4.4.2):... 16 in. Table W6.3 Calculation of Exterior Segmented Shear Wall Lengths and Nailing Requirements Building Wall Elevation 1-2 1-1 1-B 1-A Wall Height 9' 9' 9' 9' Length (L) or Width (W) of Building L=40' L=40' W=32' W=32' Actual Length of Full Height Sheathing (L FH ) 25' 22' 25' 29' Effective Length of Full Height Sheathing for Seismic (L FH-S ) 22'* 18'* 25' 29' Tabulated Minimum Length Full Height Sheathing for Seismic S e i s m i c W i n d Loads per Table 3.17C1 (R + C + 1F)** L/W = 1.25 (L s ) 18.1' 18.1' 18.1' 18.1 Vertical distribution adjustment per Table 3.17C Footnote 2 (C vd ) 0.92 0.92 0.92 0.92 WSP Perimeter Edge Nail Spacing Seismic (WFCM 3.4.4.2 + 3.4.4.2.1) Note: nail spacing for elevation 1-1 reduced to provide increased unit shear capacity for seismic. 6" 4" 6" 6" Sheathing Type Adjustment per Table 3.17D (C sw ) 1.0 0.68 1.0 1.0 Adjustment for other dead load case Table 3.17C Footnote 4 (C dl )** 1.2 1.2 1.2 1.2 Min. Length Full Ht. Sheathing Segmented Seismic (L SSW-S = L s (C vd ) (C sw ) (C dl ) (C ar )) 20.0' 13.6' 20.0' 20.0' L SSW-S < L FH-S Ok Ok Ok Ok Tabulated Min. Length Full Ht. Sheathing for Wind per Table 3.17A (L w ) 19.9' 19.9' 24.8' 24.8' WSP Perimeter Edge Nail Spacing - Wind (WFCM 3.4.4.2) Note: nail spacing for elevation 1-B reduced to provide increased 6" 6" 4" 6" unit shear capacity for wind. Wall and Roof Ht. Adjustment (Table 3.17A Footnote 4) (C WRH ) 1.1 1.1 1.1 1.1 Sheathing Type Adjustment per Table 3.17D (C swa ) 1.0 1.0 0.74 1.0 Min. Length Full Ht. Sheathing - Segmented Wind 21.9' 21.9' 20.2' 27.3' (L SSW-W = L w (C WRH ) (C swa )) L SSW-W < L FH Ok Ok Ok Ok * Includes a 2b s /h reduction for exceeding 2:1 aspect ratio for seismic. Effective lengths can be recalculated as follows to minimize the number of hold-downs: 1-1: 2(5) + 2(0.67)(3) = 14 ft thus eliminating two 3 ft segments and related hold-downs 1-2: 16 + 2(0.67)(3) = 20 ft thus eliminating one 3 ft segment and related hold-downs. ** See Table W5.5 footnotes for explanation.

58 First Story Design Wall Sheathing (cont d) Exterior Perforated Shear Walls (WFCM 3.4.4.2) Using Segmented Shear Wall results from Table W6.3, determine Perforated Shear Wall Lengths using Table 3.17E Table W6.4 Calculation of Exterior Perforated Shear Wall Lengths and Nailing Requirements Building Wall Elevation 1-2 1-1 1-B 1-A Wall Height 9' 9' 9' 9' Max. Unrestrained Opening Height 7'-6" 7'-6" 4'-6" 7'-6" Actual Length of Full Height Sheathing (L FH ) 25' 22' 25' 29' S e i s m i c Length of Wall (L Wall ) 40' 40' 32' 32' Min. Length Full Ht. Sheathing - Segmented Seismic (L SSW-S ) 20.0' 13.6' 20.0' 20.0' Percent Full Height Sheathing (L SSW-S / L Wall ) 50% 34% 63% 63% Perforated Length Increase Factor from Table 3.17E (C L ) 1.43 1.66 1.14 1.29 Aspect ratio adjustment per Table 3.17D Footnote 4 (C ar )* 1.5 1.5 1.0 1.0 Min. Length Full Ht. Sheathing - Perforated Seismic (L PSW-S = L SSW-S (C L ) (C ar )) 42.9' 33.9' 22.8' 25.8' L PSW-S < L FH NG** NG** OK OK Length of Wall (L Wall ) 40' 40' 32' 32' W Min. Length Full Height Sheathing - Segmented Wind (L SSW-W ) 21.9' 21.9' 20.2' 27.3' i Percent Full Height Sheathing (L SSW-W / L Wall ) 55% 55% 63% 85% n Perforated Length Increase Factor from Table 3.17E (C L ) 1.38 1.38 1.14 1.10 d Min. Length Full Ht. Sheathing - Perforated Wind 30.2' 30.2' 23.0' 30.0' (L PSW-W = L SSW-W (C L )) L PSW-W < L FH NG** NG** OK NG* * Includes a 2b s /h adjustment for exceeding 2:1 aspect ratio for seismic. See Table W5.6 for explanation. ** See Table W6.5 and W6.6 for modifications to nailing patterns and sheathing lengths to allow the perforated shear wall method to work.

2012 Wood Frame Construction Manual Workbook 59 Wall Sheathing (cont d) Since walls 1-1, 1-2, and 1-A do not have enough capacity using the PSW method, they can either be designed as segmented shear walls with hold-downs around wall openings, or sheathing edge nail spacing can be reduced. Modified results are as follows: Table W6.5 Calculation of Modified Edge Nailing and Sheathing Length Requirements for Seismic Design of Perforated Shear Walls 1-1 and 1-2. Modified Shear Wall Calculations from Tables W6.3 and W6.4 1-2 1-1 Wall Height 9' 9' Max. Unrestrained Opening Height 7'-6" 7'-6" Max. Unrestrained Opening Heights as functions of wall height 5H/6 5H/6 Tabulated Minimum Length Full Height Sheathing for Seismic Loads per Table 3.17C1 (L s ) L/W = 1.25 (interpolated) 18.1' 18.1' Vertical distribution factor adjustment per Table 3.17C Footnote 2 (C vd ) 0.92 0.92 WSP Perimeter Edge Nail Spacing Seismic (WFCM 3.4.4.2b + 3.4.4.2.1) Note: nail spacing for elevations 1-2 and 1-1 3" 3" reduced to provide increased unit shear capacity for seismic. Sheathing Type Adjustment per Table 3.17D (C sw ) 0.53 0.53 Adjustment for other dead load case (C dl ) per Table 3.17C Footnote 4 1.2 1.2 Min. Length Full Ht. Sheathing Segmented Seismic (L SSW-S = L s (C vd ) (C sw ) (C ar ) (C dl )) 10.6' 10.6' Length of Full Height Sheathing (L FH ) 25' 22' Length of Wall (L Wall ) 40' 40' Min. Length Full Ht. Sheathing Segmented Seismic (L SSW-S ) 10.6' 10.6' Percent Full Height Sheathing (L SSW-S / L Wall ) 40% 40% Perforated Length Increase Factor from Table 3.17E (C L ) 1.56 1.56 Aspect ratio adjustment per Table 3.17D Footnote 4 (C ar )* 1.5 1.5 Min. Length Full Ht. Sheathing - Perforated Seismic (L PSW-S = L SSW-S (C L )) 24.8' 24.8' L PSW-S < L FH OK NG** * Includes a 2b s /h adjustment for exceeding 2:1 aspect ratio for seismic. See Table W5.6 for explanation. **See Table W6.7 for perforated shear wall analysis based on SDPWS.

60 First Story Design Wall Sheathing (cont d) Table W6.6 Calculation of Modified Edge Nailing and Sheathing Length Requirements for Wind Design of Perforated Shear Walls 1-1, 1-2, and 1-A. Modified Shear Wall Calculations from Tables W6.3 and W6.4 1-2 1-1 1-A Effective Length of Full Height Sheathing (L FH-W ) 25' 22' 29' Max. Unrestrained Opening Height 7'-6" 7'-6" 7'-6" Max. Unrestrained Opening Heights as functions of wall height 5H/6 5H/6 5H/6 Tabulated Min. Length Full Ht. Sheathing for Wind per Table 3.17A (L w ) 19.9' 19.9' 24.8' WSP Perimeter Edge Nail Spacing - Wind (WFCM 3.4.4.2) Note: nail spacing for elevations 1-2, 1-1, and 1-A reduced to provide 4" 3" 4" increased unit shear capacity for wind. Wall and Roof Ht. Adjustment (Table 3.17A Footnote 4) (C WRH ) 1.1 1.1 1.1 Sheathing Type Adjustment per Table 3.17D (C swa ) 0.74 0.60 0.74 Min. Length Full Ht. Sheathing - Segmented Wind (L SSW-W =L w (C WRH )(C swa ) 16.2' 13.1' 20.2' Length of Wall (L Wall ) 40' 40' 32' Min. Length Full Height Sheathing - Segmented Wind (L SSW-W ) 16.2' 13.1' 20.2' Percent Full Height Sheathing (L SSW-W / L Wall ) 41% 33% 63% Perforated Length Increase Factor from Table 3.17E (C L ) 1.55 1.67 1.29 Min. Length Full Ht. Sheathing - Perforated Wind (L PSW-W = L SSW-W (C L )) 25.1' 21.9' 26.1' L PSW-W < L FH-W OK OK OK

2012 Wood Frame Construction Manual Workbook 61 Wall Sheathing (cont d) Since wall 1-1 does not have enough capacity for seismic using the Perforated Shear Wall (PSW) method, it will be designed per 2008 Special Design Provisions for Wind and Seismic (SDPWS). To calculate the seismic shear load on wall 1-1, select the ASD unit shear capacity of the wall from Table 3.17D for 3" panel edge spacing as shown in Table W6.5: v = 451 plf. Per SDPWS Table 4.3.4, the capacity must be adjusted based on aspect ratios exceeding 2:1, so use the previously calculated 2b/h = 0.67. Multiply by the minimum length of full height sheathing, L SSW-S = 15.9', also calculated from Table W6.5: Load = (v) (2b/h)( L SSW-S ) = 4,805 lbs. Modified results are as follows: Table W6.7 Calculation of Sheathing Length Requirements for Seismic Design of Wall 1-1 using the Perforated Shear Wall Method from 2008 SDPWS Section 4.3.3.5. Modified Perforated Shear Wall Calculations from Table W6.4 1-1 Wall Height 9' Total length of wall (L tot ) 40' Total area of openings (A o = 6(7.5)+4(3)(4.5)) (ft 2 ) 99 Length of full-height sheathing ( L i ) 22' Aspect ratio adjustment per SDPWS 4.3.4.1 (2b s /h) 0.67 Sheathing area ratio (r) per SDPWS Equation 4.3-6 0.67 Shear capacity adjustment factor (C o ) per SDPWS Equation 4.3-5 0.73 Nominal unit shear capacity per SDPWS Table 4.3A (plf) 450 PSW capacity per SDPWS 4.3.3.5 = (v)(2b s /h)( L i )(C o ) (lbs) 4,842 Load (lbs) 4,805 Load < Capacity OK Table W6.8 Bottom Story Shear Wall Edge Nail Spacing and Wall Length Summary Building Elevation 1-2 1-1 1-B 1-A Segmented 6" 20.0' 4" 13.6' 6" 20.0' 6" 20.0' Seismic Perforated 3" 24.8' 3" 22.0' 6" 22.8' 6" 25.8' Wind Segmented 6" 21.9' 6" 21.9' 4" 20.2' 6" 27.3' Perforated 4" 25.1' 3" 21.9' 4" 23.0' 4" 26.1' See shear wall detailing summary tables at the end of this section for a final comparison of wind vs. seismic results.

62 First Story Design Floor Framing Floor Joists (WFCM 3.3.1.1) Choose Floor Joists from Tables 3.18A-B Live Load:... 40 psf Dead Load:... 10 psf Joist Vertical Displacement L/Δ:... 360 Required Span:... 16 ft Table W6.9 Selection of Specie, Grade, Size, and Spacing for Floor Joists (Table 3.18B) Specie Douglas Fir-Larch Hem-Fir Southern Pine Spruce-Pine-Fir Spacing 16 16 16 16 Grade #1 #1 #1 SS Size 2x10 2x10 2x10 2x10 Maximum Span 16'-5" 16'-0" 16'-1" 16'-0" Blocking per WFCM 3.3.5 Floor Sheathing Sheathing Spans (WFCM 3.3.4.1) Choose Floor Sheathing from Table 3.14 Floor Framing Floor Joist Spacing:... 16 in. Sheathing Type (wood structural panels or boards):... WSP (Single Floor) Span Rating... 16 o.c. Tabulated Minimum Panel Thickness:... 19/32 in.

2012 Wood Frame Construction Manual Workbook 63 Connections Lateral Framing and Shear Connections (WFCM 3.2.1) Wall Assembly (WFCM 3.2.1.3) Top Plate to Top Plate Table 3.1 Footnote 1 for WSP wall edge nailing spacing < 6" 4" nail spacing: 1.67 x 2 nails... 4-16d Commons per foot 3" nail spacing: 2.0 x 2 nails... 4-16d Commons per foot Top Plate Intersection (Table 3.1):... 4-16d Commons each side joint Stud to Stud (Table 3.1):... 2-16d Commons 24" o.c. Header to Header (Table 3.1):... 16d Commons 16" o.c. - edges Top or Bottom Plate to Stud (Table 3.1 & 3.5A):... 2-16d Commons per stud* * See header design for any additional nailing required for king studs Wall Assembly to Floor Assembly (WFCM 3.2.1.4) Bottom Plate to Floor Joist, Bandjoist, Endjoist, or Blocking Table 3.1 Footnote 1 for WSP wall edge nailing spacing < 6" 4" nail spacing: 1.67 x 2 nails... 4-16d Commons per foot 3" nail spacing: 2.0 x 2 nails... 4-16d Commons per foot Floor Assembly (WFCM 3.2.1.5) Bridging to Floor Joist (Table 3.1):... 2-8d Commons each end Blocking to Floor Joist (Table 3.1):... 2-8d Commons each end Band Joist to Floor Joist (Table 3.1):... 3-16d Commons per joist Floor Assembly to Wall Assembly (WFCM 3.2.1.6) Floor Joist to Top Plate (Table 3.1):... 4-8d Commons per joist Blocking to Sill or Top Plate (Table 3.1):... 3-16d Commons each block Band Joist to Sill or Top Plate Table 3.1 Footnote 1 for WSP wall edge nailing spacing < 6" 4" nail spacing: 1.67 x 2 nails... 4-16d Commons per foot 3" nail spacing: 2.0 x 2 nails... 4-16d Commons per foot Note that nailing requirements are increased in many cases to maintain load path since shear wall sheathing nailing is less than 6 o.c. at panel edges.

64 First Story Design Connections (cont d) Lateral, Shear, and Uplift Connections (WFCM 3.2.1 and 3.2.2) Wall Assembly to Foundation (WFCM 3.2.1.7 and 3.2.2.3) Choose Sill Plate to Foundation Connection Requirements for Anchor Bolts Resisting Lateral, Shear, and Uplift Loads from Table 3.2A for Wind and 3.3A for Seismic Three second gust wind speed (700 yr) and Exposure category:... 160 mph Exp. B Stories supported by Foundation:... 2 Anchor Bolt Diameter:... 5/8 in. Table W6.10 Assuming Crawl Space or Basement, determine maximum Anchor Bolt Spacing. Building Wall Elevation 1-2 1-1 1-B 1-A Sill plate line dimension (L sw ) 40' 40' 32' 32' Building dimension perpendicular to sill plate (Table 3.2A) 32' 32' 40' 40' S Tabulated number of anchor bolts to resist seismic shear loads (s s ) 4 4 4 4 e (Table 3.3A4) (R+C+2F) (interpolated) i Dead load adjustment per Table 3.3A Footnote 5 (C dl ) 1.14 1.14 1.14 1.14 s Adjusted number of bolts s m sa == (s s )(C dl ) 5 5 5 5 i Bolt spacing for seismic shear loads (bolts placed 1' from end of sill) 114" 114" 90" 90" c s ss = 12 (L sw -2) / (#bolts-1) Tabulated number of bolts to resist shear loads from wind 9 9 12 12 (Table 3.2A)(R+2F) W i n d Wall and Roof Height Adjustment (Table 3.2A Footnote 4) (C WRH ) 0.91 0.91 0.91 0.91 Minimum number of bolts to resist shear loads = Tabulated x C WRH 9 9 12 12 Bolt spacing for wind shear loads (bolts placed 1' from end of sill) 57" 57" 32" 32" s ws = 12 (L sw -2) / (#bolts-1) Max. bolt spacing to resist wind uplift loads (s wu ) (Table 3.2C (end zones) & 3.4C) 31" 31" 36"** 36"** Max. anchor bolt spacing (lesser of s ws, s wu, and s ss ) 31" 31" 32" 32" **Calculated from WFCM Table 3.4C based on 16" o.c. outlooker spacing (horizontal projection) with 2 wall dead loads subtracted (0.6x121plf) and bottom/sill plate capacity from WFCM Commentary Table 3.2C. Table 3.4C = 529 lbs x 12"/ft / 16" 146 plf (walls) = 397 plf 146 plf = 251 plf. WFCM Commentary Table 3.2C calculations = 36".

2012 Wood Frame Construction Manual Workbook 65 Connections (cont d) Alternatively, use proprietary connectors with the following minimum capacities from Table 3.2, Table 3.3, and Table 3.4C. Three second gust wind speed (700 yr) and Exposure category:... 160 mph Exp. B Stories supported by Foundation:... 2 Table W6.11 Assuming Crawl Space or Basement, determine required loads for proprietary connectors. Building Wall Elevation 1-2 1-1 1-B 1-A Building dimension W or L L=40' L=40' W=32' W=32' R=L/W or W/L for Table 3.3 (see Footnote 1) 1.0 1.0 1.25 1.25 S e i s m i c W i n d Tabulated seismic shear load (Table 3.3) R+C+2F (interpolated) 174 plf 174 plf 174 plf 174 plf Adjustment for other dead load case Footnote 3 (C dl ) 1.14 1.14 1.14 1.14 Adjusted seismic shear load = tabulated seismic shear load (C dl ) 198 plf 198plf 198plf 198plf Number of stories receiving lateral wind load (Table 3.2) 2 2 2 2 Outlooker Spacing n/a n/a 16" 16" Wind uplift (Table 3.4C) n/a n/a 529 lbs 529 lbs Wind uplift - plf basis (Tabulated x 12 / spacing) n/a n/a 397 plf 397 plf Overhang Reduction (Table 3.4C Footnote 1) n/a n/a 1.0 1.0 [(2' - OH / 4'] Zone 2 Multiplier (Table 3.4C, Footnote 2) n/a n/a 1.0 1.0 Adjusted Wind uplift (Table 3.4C) n/a n/a 397 plf 397 plf Wind uplift (Table 3.2(U)) 218 plf 218 plf Wind lateral load (Table 3.2(L)) * * * * Tabulated Wind shear load (Table 3.2(S)) 427R 342 plf 342 plf 534 plf 534 plf Footnote 3: Sheathing Type Adjustment per Table 0.74 0.60 0.74 0.74 3.17D (C swa ) assuming PSW Footnote 4: Wall and Roof Height Adjustment (C WRH ) 0.91 0.91 0.91 0.91 Adjusted shear load = Tabulated (C WRH ) / (C swa ) 421 plf 519 plf 657 plf 657 plf *Table 3.2 Footnote: Determine anchorage for Lateral Loads in foundation design per Section 1.1.4 (might include soil loads).

66 First Story Design Connections (cont d) Uplift Connections (WFCM 3.2.2) Wall Assembly to Foundation (WFCM 3.2.2.3) Table W6.12 Wall to Foundation Uplift Strap Connection from Table A-3.4 Building Wall Elevation 1-2 1-1 Three second gust wind speed (700 yr) and Exposure category: 160 mph Exp. B Framing Spacing 16 in. W i Roof Span 32 ft n Tabulated number of 8d Common Nails required in each end of d 1-1/4" x 20 gage strap every stud 4 No Ceiling Assembly nail increase (Footnote 3) 0 Required number of 8d Common Nails in each end of strap every stud = Tabulated number of nails - Reductions + Increases 4 * *Non-loadbearing wall assemblies in accordance with Table W6.13 (3.2.6.3) Table W6.13 Alternative proprietary connectors with the following minimum capacities Building Wall Elevation 1-2 1-1 1-B 1-A Loadbearing Walls - Tabulated minimum uplift connection capacity (Table 3.4) 479 lbs n/a Interior framing adjustment (Footnote 1) 1.0 n/a W i n d Roof dead load reduction (Table 3.4, Footnote 2) = 0 since the attic floor does not cover the entire second floor 0 lbs n/a Wall-to-Wall and Wall-to-Foundation reduction (Table 3.4, Footnote 3) = [73 plf x 2 walls (16" / 12"/ ft ) = 194 lbs] -194 lbs n/a Non-Loadbearing Walls - Tabulated minimum uplift connection capacity (Table 3.4C) n/a 529 lbs Overhang Multiplier (Table 3.4C, Footnote 1) [(2' + OH) / 4'] 2 OH = 2' n/a 1.0 Zone 2 Multiplier (Table 3.4C, Footnote 2) n/a 1.0 Required minimum capacity of proprietary connector = Tabulated minimum capacity x Adjustments - Reduction 285 lbs 529 lbs

2012 Wood Frame Construction Manual Workbook 67 Connections (cont d) Uplift Connections (WFCM 3.2.3) Wall Assembly to Foundation (WFCM 3.2.2.2 and 3.2.3) Table W6.14 Alternative to metal straps on every stud - wood structural panels to resist wall plate to wall stud uplift and shear from Table 3.4B Building Wall Elevation 1-2 1-1 1-B 1-A Three sec. gust wind speed (700 yr) and exp. category 160 mph Exp. B 160 mph Exp. B W i n d Roof Span 32 ft 20 ft** Shear Wall Sheathing Thickness (see Table W6.4) 15/32 in. 15/32 in. 15/32 in. 15/32 in. Shear Wall Type and Nailing: size and spacing (panel edges and field) (see Table W6.8) - SSW 8d comm. @ 6"/12" 8d comm. @ 6"/12" 8d comm. @4"/12" 8d comm. @ 6"/12" Number of Rows Required- SSW 2 2 2 2 Top & Bottom of Panel Nail spacing- SSW 4" 4" 4" 4" Shear Wall Type and Nailing: size and spacing (panel edges and field) (see Table W6.8) - PSW 8d comm. @ 4"/12" 8d comm. @ 3"/12" 8d comm. @4"/12" 8d comm. @ 4"/12" Number of Rows Required- PSW 2 2 2 Top & Bottom of Panel Nail spacing- PSW 3" NP 1 4" 4" 1. Wall 1-1 requires metal straps on every stud to resist uplift loads or using the Segmented Shear Wall nailing requirements. ** A conservative approach to design gable end wall (1-A & 1-B) WSPs to resist combined uplift and shear is as follows: 1. Determine the uplift in plf from Table 3.4C, which in this case equals 397 plf @ 12" o.c. outlooker spacing. Reduce 2 wall dead loads of 73plf each which gives 251 plf. 2. Determine an effective roof span from Table 3.4 for equivalent rafter/truss spacing @ 12" o.c., which in this case is 20' where U=249 lbs. 3. Use Table 3.4B in a similar fashion to the load bearing walls to determine the nail spacing requirements to handle uplift combined with shear. 4. An alternative in Step 1 is to reduce the tabulated uplift load by a factor of 0.65 per Table 3.4C Footnote 2 and use straps at the Zone 3 corners and ridge. Additional detailing See Figure 3.2f for appropriate panel edge nail spacing (3.2.3.5). See Special Connections for connections around openings (3.2.3.4). Anchor bolts with 3"x3" steel plate washers at 16" o.c. are required (3.2.3.6). Determine sheathing splice requirements over common horizontal framing members or at midstud height (3.2.3.7).

68 First Story Design Connections (cont d) Overturning Resistance (WFCM 3.2.4) Hold-downs (WFCM 3.2.4.1) Table W6.15 Calculate Hold-downs from Table 3.17F for Segmented and Perforated Shear Walls Building Wall Elevation 1-2 1-1 1-B 1-A Wall Height 9' 9' 9' 9' Tabulated hold down connection capacity required seismic (T s ) 2151 lbs 2151 lbs 2151 lbs 2151 lbs WSP Perimeter Edge Nail Spacing seismic SSW & Hold-down adjustment per Footnote 1 (C swa ) 6" 1.0 4" 0.68 6" 1.0 6" 1.0 Adjusted hold-down capacity to account for increased shear capacity (T sa-ssw = (T s ) / (C swa )) 2151 lbs 3163 lbs 2151 lbs 2151 lbs S e i s m i c W i n d seismic - SSW Additional story hold-down requirements seismic - SSW (see Table W5.12) Total hold-down requirement for floor to foundation ( T sa-ssw ) seismic - SSW WSP Perimeter Edge Nail Spacing seismic PSW & Hold-down adjustment per Footnote 1 (C swa ) Adjusted hold-down capacity (T sa-psw = (T s ) / (C swa )) seismic - PSW Additional story hold-down requirements seismic - PSW (see Table W5.12) Total hold-down requirement for floor to foundation ( T sa-psw ) seismic - PSW Tabulated hold-down connection capacity required wind (T w ) WSP Perimeter Edge Nail Spacing wind SSW & Hold-down adjustment per Footnote 1 (C swa ) Adjusted hold-down capacity to account for increased shear capacity (T wa-ssw = (T w ) / (C swa )) - wind Additional story hold-down requirements wind SSW (Table W5.12) Total hold-down requirement for floor to foundation wind SSW ( T wa-ssw ) WSP Perimeter Edge Nail Spacing wind PSW & Hold-down adjustment per Footnote 1 (C swa ) Adjusted hold-down capacity (T wa-psw = (T w ) / (C swa )) - wind Additional story hold-down requirements wind PSW (Table W5.12) Total hold-down requirement for floor to foundation wind PSW ( T wa-psw ) 2151 lbs 2151 lbs 2151 lbs 2151 lbs 4302 lbs 5314 lbs 4302 lbs 4302 lbs 3" 0.53 3" 0.53 6" 1.0 6" 1.0 4058 lbs 4058 lbs 2151 lbs 2151 lbs 2151 lbs 2151 lbs 2151 lbs 2151 lbs 6209 lbs 6209 lbs 4302 lbs 4302 lbs 3924 lbs 3924 lbs 3924 lbs 3924 lbs 6" 1.0 6" 1.0 4" 0.74 6" 1.0 3924 lbs 3924 lbs 5303 lbs 3924 lbs 3924 lbs 3924 lbs 3924 lbs 3924 lbs 7848 lbs 7848 lbs 9227 lbs 7848 lbs 4" 0.74 3" 0.60 4" 0.74 4" 0.74 5303 lbs 6540 lbs 5303 lbs 5303 lbs 3924 lbs 3924 lbs 3924 lbs 3924 lbs 9227 lbs 10464 lbs 9227 lbs 9227 lbs One hold-down can be used on each corner with corner studs connected to transfer shear as shown in WFCM Figures 3.8a or 3.8b.

2012 Wood Frame Construction Manual Workbook 69 Connections (cont d) Sheathing and Cladding Attachment (WFCM 3.2.5) Wall Sheathing (WFCM 3.2.5.2) Choose Wall Sheathing Nail Spacing from Table 3.11 Three second gust wind speed (700 yr) and Exposure category:... 160 mph Exp. B Stud Spacing:... 16 in. Sheathing Type (wood structural panels, board or lap siding):... WSP Table W6.16 Wall Sheathing Nail Spacing to Resist Suction Loads Location Edges Field 4' Edge Zone 6" 12" Interior Zones 6" 12" Shear wall sheathing nail spacing requirements control.

70 First Story Design Connections (cont d) Special Connections (WFCM 3.2.6) Connections around Wall Openings (WFCM 3.2.6.4) Typical Window Choose Header/Girder Connections based on loads from Table 3.7 Three second gust wind speed (700 yr) and Exposure category:... 160 mph Exp. B Roof Span:... 32 ft Header Span (Typical Window):... 9 ft Required Connection Capacity at Each End of Header: Tabulated Uplift Capacity (interpolated):... 1636 Floor load adjustment (per footnote 3: 36plf x header span):... -324 Adjusted Uplift Capacity... 1312 Tabulated Lateral Capacity:... 756 lbs lbs lbs lbs Top/bottom plate to FHS Connection (3.4.1.4.2 Exception) = w*(l/2)/nfh w = 155 plf (Table 3.5); Z' = 125 lbs (Table 3.5A Commentary) Required capacity = 232 lbs. Dividing by Z' yields:... 2-16d Commons All shorter headers will require lower capacity. Using identical procedures: Window (6' header) Adjusted Uplift Capacity (interpolated):... 1091 lbs Window (6' header) Tabulated Lateral Capacity:... 504 lbs Window (4' header) Adjusted Uplift Capacity (interpolated):... 583 Window (4' header) Tabulated Lateral Capacity:... 336 Window (3' header) Adjusted Uplift Capacity (interpolated):... 437 Window (3' header) Tabulated Lateral Capacity:... 252 lbs lbs lbs lbs Choose Window Sill Plate Connections based on loads from Table 3.8 Three second gust wind speed (700 yr) and Exposure category:... 160 mph Exp. B Window Sill Plate Span:... 3 ft Tabulated Lateral Connection Capacity - Each End of Window Sill:... 252 lbs

2012 Wood Frame Construction Manual Workbook 71 Wall Detailing Summary Table W6.17 Shear Wall Detailing Requirements for Seismic Loads Wall 1-2 1-1 1-B 1-A Stud Grade and Size 2x6 No.3/Stud 2x6 No.3/Stud 2x6 No.3/Stud 2x6 No.3/Stud Stud Length 9' 9' 9' 9' Stud Spacing 16" 16" 16" 16" Interior Sheathing Type Gyp Gyp Gyp Gyp Thickness 1/2" 1/2" 1/2" 1/2" Nail Type 5d cooler 5d cooler 5d cooler 5d cooler Edge/Field Nailing 7"/10" 7"/10" 7"/10" 7"/10" Exterior Sheathing Type WSP WSP WSP WSP Thickness 15/32" 15/32" 15/32" 15/32" Nail Type 8d comm. 8d comm. 8d comm. 8d comm. Field Nailing 12" 12" 12" 12" Shear Wall Type SSW PSW SSW PSW SSW PSW SSW PSW Edge Nailing** 6" 3" 4" 3" 6" 6" 6" 6" Segment Length 20.0' Full 13.6' Full 20.0' Full 20.0' Full Hold-downs (2-stories), lbs 4302 6209 6326 6209 4302 4302 4302 4302 Anchor bolt spacing 114" 114" 90" 90" Shear nailing (per foot) 2-16d 4-16d 4-16d 4-16d 2-16d 2-16d 2-16d 2-16d Table W6.18 Shear Wall Detailing Requirements for Wind Loads Wall 1-2 1-1 1-B 1-A Stud Grade and Size No. 3/Stud 2x6 No. 3/Stud 2x6 No. 3/Stud 2x6 No. 3/Stud 2x6 Stud Length 9' 9' 9' 9' Stud Spacing 16" 16" 16" 16" Interior Sheathing Type Gyp Gyp Gyp Gyp Thickness 1/2" 1/2" 1/2" 1/2" Nail Type 5d cooler 5d cooler 5d cooler 5d cooler Edge/Field Nailing 7"/10" 7"/10" 7"/10" 7"/10" Exterior Sheathing Type WSP WSP WSP WSP Thickness 15/32" 15/32" 15/32" 15/32" Nail Type 8d comm. 8d comm. 8d comm. 8d comm. Field Nailing 12" 12" 12" 12" Shear Wall Type SSW PSW SSW PSW SSW PSW SSW PSW Edge Nailing* 4" 3" 4" 3"** 4" 4" 4" 4" No. Rows Required 2 2 2 NP 2 2 2 2 Segment Length 21.9' Full 21.9' Full 20.2' Full 27.3' Full Hold-downs (2-stories), lbs 7848 9227 7848 10464 9227 9227 7848 9227 Anchor bolt spacing with 3"x3" steel plate washers 16" 16"*** 16" 16" Shear nailing (per foot) 4-16d 4-16d 4-16d 4-16d 4-16d 4-16d 4-16d 4-16d * WSP resist combined uplift and shear no straps. ** Using WSP to resist combined uplift and shear not permitted. Either use Segmented Shear Wall details or use metal straps every stud. *** Required for Segmented Shear Wall used to resist combined uplift and shear. For Perforated Shear Wall, use 31" as calculated in Table W6.10.

72 First Story Design Wall Detailing Summary (cont d) Perforated Shear Wall 9227 lb hold-downs 3/12 nailing Segmented Shear Wall 21.9' required 7848 lb hold-downs 4/12 nailing 1-2 North Elevation Perforated Shear Wall 10464 lb hold-downs 3/12 nailing Segmented Shear Wall 21.9' required 7848 lb hold-downs 4/12 nailing 1-1 South Elevation

2012 Wood Frame Construction Manual Workbook 73 Wall Detailing Summary (cont d) Perforated Shear Wall 9227 lb hold-downs 4/12 nailing 1-B East Elevation Segmented Shear Wall 20.2' required 9227 lb hold-downs 4/12 nailing Perforated Shear Wall 9227 lb hold-downs 4/12 nailing Segmented Shear Wall 27.3' required 7848 lb hold-downs 4/12 nailing 1-A West Elevation

74 First Story Design Wall Detailing Summary (cont d) Table W6.19 Header Detailing Requirements for Wind and Gravity Loads Header Span and Details Ext. Non-loadbearing Ext. Loadbearing Headers & Sill Plates (1-1&1-2) (1-A&1-B) Int. Loadbearing Type Dropped or Raised - - Size/Plies 20F Glulam 3-1/8x13-3/4 - - Uplift load 1312 - - 9' 6' 4' 3' Lateral load 756 - - No. Jack studs 5 - - No. King studs 3 - - King to plate nails 2-16d comm. - - Type Dropped or Raised - Dropped or Raised Size/Plies 20F Glulam 20F Glulam - 3-1/8x9-5/8 3-1/8x9-5/8 Uplift load 1091 - n/a Lateral load 504 - n/a No. Jack studs 3-4 No. King studs 2-1 King to plate nails 2-16d comm. - n/a Type - Dropped Dropped or Raised Size/Plies - 1-2x6 flat 2-2x10 Uplift load - n/a n/a Lateral load - 336 n/a No. Jack studs - n/a 3 No. King studs - 2 1 King to plate nails - 2-16d comm. n/a Type Dropped or Raised Dropped - Size/Plies 2-2x8 1-2x6 flat - Uplift load 437 n/a - Lateral load 252 252 - No. Jack studs 2 n/a - No. King studs 1 2 - King to plate nails 2-16d comm. 2-16d comm. -

2012 Wood Frame Construction Manual Workbook 75 Wall Detailing Summary (cont d) Table W6.20 Header Detailing Requirements for Gravity Loads Only Header Span and Details 9' 6' 4' 3' Ext. Loadbearing (1-1 & 1-2) Ext. Non-loadbearing Headers & Sill Plates (1-A & 1-B) Int. Loadbearing Type Dropped or Raised - - Size/Plies 20F Glulam 3-1/8x13-3/4 - - No. Jack studs 5 - - No. King studs 1 - - Type Dropped or Raised Dropped or Raised - Size/Plies 20F Glulam 3-1/8x9-5/8 1-2x6 flat - No. Jack studs 3 n/a - No. King studs 1 1 - Type - Dropped or Raised Dropped or Raised Size/Plies - 1-2x6 flat 2-2x10 No. Jack studs - n/a 3 No. King studs - 1 1 Type Dropped or Raised Dropped or Raised - Size/Plies 2-2x8 1-2x6 flat - No. Jack studs 2 n/a - No. King studs 1 1 -

76 First Story Design NOTES

2012 Wood Frame Construction Manual Worksheets 77 APPENDIX SUPPLEMENTAL CHECKLISTS AND WORKSHEETS

2012 Wood Frame Construction Manual Worksheets LOADS ON THE BUILDING Structural systems in the WFCM 2012Edition have been sized using dead, live, snow, seismic and wind loads in accordance with ASCE/SEI 7-10 Minimum Design Loads for Buildings and Other Structures. Lateral Loads: Wind: 3-second gust wind speed in Exposure Category (700 yr. return) = mph Seismic: Simplified Procedure (ASCE 7-10 Section 12.14) Seismic Design Category (SDC) (ASCE 7-10 Section 11.4.2 and IRC Subcategory) = Vertical force distribution factor (F) - (ASCE 7-10 Section 12.14.8.1) = Gravity Loads: Roof: Roof Dead Load = psf Ground Snow Load, P g = psf Floors: First Floor Live Load = psf Second Floor Live Load = psf Third Floor Live Load = psf Ceiling: Roof Ceiling Load = psf Attic Floor Live Load = psf Floor Dead Load = psf Walls: Wall Dead Load = psf Deflection limits per 2012 IRC Table R301.7: Roof Rafters with Ceiling Attached L/Δ = Roof Rafters with no Ceiling Attached L/Δ = Floor Joists L/Δ = Exterior Studs L/Δ =

2012 Wood Frame Construction Manual Worksheets WFCM APPLICABILITY LIMITATIONS The following table is used to determine whether the building geometry is within the applicability limitations of the WFCM. Conditions not complying with the limitations shall be designed in accordance with accepted engineer practice (see WFCM 1.1.3). Table W1.1 Applicability Limitations Attribute Limitation Design Case BUILDING DIMENSIONS Mean Roof Height (MRH) maximum 33' Number of Stories maximum 3 Building Dimension (L or W) maximum 80' * Building designed as a 3-story structure for purposes of determining gravity and seismic loads since the building contains a habitable attic (see WFCM 3.1.3.1).

2012 Wood Frame Construction Manual Worksheets PRESCRIPTIVE DESIGN LIMITATIONS The following table is used to determine whether the building geometry is within the applicability limitations of the WFCM Chapter 3 prescriptive provisions. Conditions not complying with the limitations shall be designed in accordance with WFCM Chapter 2 (see WFCM 3.1.3). Table W1.2 Prescriptive Design Limitations Element Attribute Limitation FLOOR SYSTEMS Joist Span 26' Lumber Joists Joist Spacing Cantilevers/Setback - Supporting loadbearing walls 24" d Cantilevers - Supporting non-loadbearing walls L/4 Vertical Floor Offset d f Table 3.16B L min = ' and Floor Floor Diaphragm Aspect Ratio L max = '; Diaphragms Table 3.16C1 L max = ' Floor Diaphragm Openings Lesser of 12' or 50% of Diaphragm Dimension WALL SYSTEMS Loadbearing Wall Height 10' Wall Studs Non-Loadbearing Wall Height 20' Wall Stud Spacing 24" Shear Wall Line Offset 4' Shear Walls Shear Wall Story Offset No offset unless per Exception Shear Wall Segment Aspect Ratio 3½:1 ROOF SYSTEMS Rafter Span (Horizontal Projection) 26' Lumber Rafters Roof Diaphragms Rafter Spacing 24" Eave Overhang Length Lesser of 2' or rafter length/3 Rake Overhang Length Lesser of 2' or purlin span/2 Roof Slope Flat - 12:12 Table 3.16A1 L min = ' and Roof Diaphragm Aspect Ratio L max = '; Table 3.16C1 L max = ' Design Case

CHECKLIST 2012 Wood Frame Construction Manual Worksheets The following checklist is used to assist with the evaluation of a structure in accordance with WFCM Chapter 3 prescriptive provisions. Items are keyed to sections of the WFCM Chapter 3 to allow a systematic evaluation of the structure. Blank checklists are reproduced in the Appendix of the workbook. WFCM 3.2 CONNECTIONS CHECKLIST 3.2.1 Lateral Framing and Shear Connections 3.2.1.1 Roof Assembly... Ok? 3.2.1.2 Roof Assembly to Wall Assembly... Ok? 3.2.1.3 Wall Assembly... Ok? 3.2.1.4 Wall Assembly to Floor Assembly... Ok? 3.2.1.5 Floor Assembly... Ok? 3.2.1.6 Floor Assembly to Wall Assembly or Sill Plate... Ok? 3.2.1.7 Wall Assembly or Sill Plate to Foundation... Ok? 3.2.2 Uplift Connections 3.2.2.1 Roof Assembly to Wall Assembly... Ok? 3.2.2.2 Wall Assembly to Wall Assembly... Ok? 3.2.2.3 Wall Assembly to Foundation... Ok? 3.2.3 Overturning Resistance 3.2.3.1 Hold-downs... Ok? 3.2.4 Sheathing and Cladding Attachment 3.2.4.1 Roof Sheathing... Ok? 3.2.4.2 Wall Sheathing... Ok? 3.2.4.3 Floor Sheathing... Ok? 3.2.4.4 Roof Cladding... Ok? 3.2.4.5 Wall Cladding... Ok? 3.2.5 Special Connections 3.2.5.1 Ridge Straps... Ok? 3.2.5.2 Jack Rafters... Ok? 3.2.5.3 Non-Loadbearing Wall Assemblies... Ok? 3.2.5.4 Connections around Wall Openings... Ok?

2012 Wood Frame Construction Manual Worksheets WFCM 3.3 FLOOR SYSTEMS CHECKLIST 3.3.1 Wood Joist Systems 3.3.1.1 Floor Joists... Ok? 3.3.1.1.1 Notching and Boring... Ok? 3.3.1.2 Bearing... Ok? 3.3.1.3 End Restraint... Ok? 3.3.1.4 Lateral Stability... Ok? 3.3.1.5 Single or Continuous Floor Joists 3.3.1.5.1 Supporting Loadbearing Walls... Ok? 3.3.1.5.2 Supporting Non-Loadbearing Walls... Ok? 3.3.1.5.3 Supporting Concentrated Loads... Ok? 3.3.1.6 Cantilevered Floor Joists 3.3.1.6.1 Supporting Loadbearing Walls... Ok? 3.3.1.6.2 Supporting Non-Loadbearing Walls... Ok? 3.3.1.7 Floor Diaphragm Openings... Ok? 3.3.2 Wood I-Joist Systems... Ok? 3.3.3 Wood Floor Truss Systems... Ok? 3.3.4 Floor Sheathing 3.3.4.1 Sheathing Spans... Ok? 3.3.4.2 Sheathing Edge Support... Ok? 3.3.5 Floor Diaphragm Bracing... Ok?

2012 Wood Frame Construction Manual Worksheets WFCM 3.4 WALL SYSTEMS CHECKLIST 3.4.1 Exterior Walls 3.4.1.1 Wood Studs... Ok? 3.4.1.1.1 Notching and Boring... Ok? 3.4.1.1.2 Stud Continuity... Ok? 3.4.1.1.3 Corners... Ok? 3.4.1.2 Top Plates... Ok? 3.4.1.3 Bottom Plates... Ok? 3.4.1.4 Wall Openings 3.4.1.4.1 Headers... Ok? 3.4.1.4.2 Full Height Studs... Ok? 3.4.1.4.3 Jack Studs... Ok? 3.4.1.4.4 Window Sill Plates... Ok? 3.4.2 Interior Loadbearing Partitions 3.4.2.1 Wood Studs... Ok? 3.4.2.1.1 Notching and Boring... Ok? 3.4.2.1.2 Stud Continuity... Ok? 3.4.2.2 Top Plates... Ok? 3.4.2.3 Bottom Plates... Ok? 3.4.2.4 Wall Openings 3.4.2.4.1 Headers... Ok? 3.4.2.4.2 Studs Supporting Header Beams... Ok? 3.4.3 Interior Non-Loadbearing Partitions 3.4.3.1 Wood Studs... Ok? 3.4.3.1.1 Notching and Boring... Ok? 3.4.3.2 Top Plates... Ok? 3.4.3.3 Bottom Plates... Ok? 3.4.4 Wall Sheathing 3.4.4.1 Sheathing and Cladding... Ok? 3.4.4.2 Exterior Shear Walls... Ok? 3.4.4.2.1 Sheathing Type Adjustments... Ok? 3.4.4.2.2 Perforated Shear Wall Adjustments... Ok? 3.4.4.2.3 Hold-downs... Ok?

2012 Wood Frame Construction Manual Worksheets WFCM 3.5 ROOF SYSTEMS CHECKLIST 3.5.1 Wood Rafter Systems 3.5.1.1 Rafters... Ok? 3.5.1.1.1 Jack Rafters... Ok? 3.5.1.1.2 Rafter Overhangs... Ok? 3.5.1.1.3 Rake Overhangs... Ok? 3.5.1.1.4 Notching and Boring... Ok? 3.5.1.2 Bearing... Ok? 3.5.1.3 End Restraint... Ok? 3.5.1.4 Ridge Beams... Ok? 3.5.1.5 Hip and Valley Beams... Ok? 3.5.1.6 Ceiling Joists... Ok? 3.5.1.7 Open Ceilings... Ok? 3.5.1.8 Roof Openings... Ok? 3.5.2 Wood I-Joist Roof Systems... Ok? 3.5.3 Wood Roof Truss Systems... Ok? 3.5.4 Roof Sheathing 3.5.4.1 Sheathing... Ok? 3.5.4.2 Sheathing Edge Support... Ok? 3.5.5 Roof Diaphragm Bracing... Ok?

ISBN 978-0-9827380-4-7 American Wood Council www.awc.org info@awc.org 9 780982 738047 11-11

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